REVIEWED Structural Calculations 2-21-20 (2)Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
STRUCTURAL CALCULATIONS
2/21 /2020
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Project Description: Pickering Edmonds
Project Location: 300, 302 & 304 6th Avenue South, Edmonds, WA 98020
Client: Chris Pickering
2611 Northeast 113th Street #300
Seattle, WA 98125
Project Number: E1396
Date: February 21, 2020
Design Criteria:
Code:
2015 IBC / ASCE 7-10
Wind:
110 mph
Exposure:
B
Kzt:
1.00
Seismic Data:
Design Category D
Site Class D
Spectra:
By Lat/Long - USGS website
Design Gravity Loads:
Snow: 25
psf S
Roof: 15
psf DL
Floor: 40
psf LL
15
psf DL
Deck: 60
psf LL
10
psf DL
Soil: Allowable Bearing: 2500 psf
Passive Pressure: 200 pcf
Active Pressure: 40 pcf
60 pcf
Friction: M 0.35
Equilibria
STRUCTURAL ENGINEERING
(unrestrained)
(restrained)
Project: E1396 Sheet No: 1 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
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ROOF FRAMING PLAN
NTS
Project: E1396 Sheet No: 2 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
12.3 ft
GT1
Member: GIRDER TRUSS
E psi 1.00E+10
inA4 ####
A inA2 ####
Results
Uniform Loads
start end (ft)
0 12.3
x = 6.13 (ft)
M @ x = 9 (k-ft)
V @ x = 0 (k)
M allow = 1000.00 (k-ft) Loading Diagram: GT1
M max = 9.00 (k-ft)
R1 = 2.94 (k) Q l000
R2 = 2.94 (k)
0 500
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
480 480
v max = 0 (psi)
Deflect. = 0.000 (in) o -E�
= L 0 2 4 6 8 10 12
########
SHOWN TO DETERMINE REACTIONS
Beam:
Span:
29 ft
GT2
Member: GIRDER TRUSS
E psi
1.00E+10
inA4
####
A inA2
####
Results
M allow =
1000.00
(k-ft)
M max =
33.67
(k-ft)
R1 =
5.02
(k)
R2 =
2.58
(k)
v max =
0
(psi)
Deflect. =
0.000
(in)
=
L
Uniform Loads
start end (ft)
0 9.5
9.5 29
x = 14.5 (ft)
M @ x = 28.2 (k-ft)
V @ x = -1.3 (k)
Loading Diagram: GT2
1
0.8 7
0.6 c
0.4 c
0.2 a
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
310 310 9.5 2.94
88 88
800 4000
3000
= 600
c 400 20000
200 1000 a
0 0
0 5 10 15 20 25
TFITTFITI TFIT
SHOWN TO DETERMINE REACTIONS
Beam
Span;
9.5 ft
GT3
Member: GIRDER TRUSS
E psi 1.00E+10
inA4 ####
A inA2 ####
Results
Uniform Loads
start end (ft)
0 9.5
x = 4.75 (ft)
M @ x = 3.5 (k-ft)
V @ x = 0 (k)
M allow = 1000.00 (k-ft) Loading Diagram: GT3
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
310 310
M max = 3.50 (k-ft) 1
R1 = 1.47 (k) Q 800 0.8 7
R2 = 1.47 (k) 600 0.6
c 400 0.4 c
v max = 0 (psi) 200 0.2 -
Deflect. = 0.000 (in) 0 0
= L 0 1 2 3 4 5 6 7 8 9
########
SHOWN TO DETERMINE REACTIONS
Project: E1396 Sheet No: 3 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
GT4
Uniform Loads
Magnitude(plf) Point Loads
Span:
14.3 ft
start end (ft)
start end (plf) distance(ft)
0 12.3
265 265 12.3
Member:
GIRDER TRUSS
12.3 14.3
430 430
E psi
1.00E+10
x =
7.13 (ft)
inA4
####
M @ x =
8.36 (k-ft)
A inA2
####
V @ x =
0.23 (k)
Results
M allow =
1000.00
(k-ft)
Loading Diagram: GT4
M max =
8.46
(k-ft)
R1 =
2.12
(k)
Q 1000
R2 =
3.46
(k)
v max =
0
(psi)
soo
Deflect. =
0.000
(in)
0
=
L
0 2
4
6 8 10
########
SHOWN TO DETERMINE
REACTIONS
Beam:
Span:
29 ft
GT5
Member: GIRDER TRUSS
E psi
1.00E+10
inA4
####
A inA2
####
Results
M allow =
1000.00
(k-ft)
M max =
40.83
(k-ft)
R1 =
4.66
(k)
R2 =
5.61
(k)
v max =
0
(psi)
Deflect. =
=
0.000
I
(in)
Uniform Loads
start end (ft)
0 19.6
19.6 29
x = 14.5 (ft)
M @ x = 40.8 (k-ft)
V @ x = -0.1 (k)
Loading Diagram: GT5
Magnitude(plf) Point Loads
start end (plf) distance(ft)
90 90 9.5
310 310 19.6
Magnitude(k)
1.47
12 14
800
= 600
0 400
200
0
0 5 10 15 20 25
+r+r+r+rrrrrrrrr
SHOWN TO DETERMINE REACTIONS
Beam
Span;
Uniform Loads
start end (ft)
0 9.5
Member: GIRDER TRUSS 9.5 29
E psi 1.00E+10 x = 14.5 (ft)
inA4 #### M @ x = 40.8 (k-ft)
A inA2 #### V @ x = 0.09 (k)
Results _
M allow = 1000.00 (k-ft) Loading Diagram: GT6
29 ft
GT6
M max =
40.83
(k-ft)
R1 =
R2 =
v max =
5.60
4.68
0
(k)
(k)
(psi)
' 00
= 600
0 400
J 200
Deflect. =
0.000
(in)
o
=
L
0 5
########
SHOWN TO DETERMINE
REACTIONS
Magnitude(plf)
start end (plf)
310 310
90 90
Point Loads
distance(ft)
9.5
19.6
10 15 20
25
2000
1500
1000
500
a
0
Magnitude(k)
3.46
2.12
4000
3000
2000 m
0
1000 Ja
0
Magnitude(k)
2.12
3.46
4000
3000 .80
2000 m
0
1000 Ja
0
Project: E1396 Sheet No: 4 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
3.44
M max =
3.05
R1 =
2.65
R2 =
1.99
v max =
157
Deflect. =
0.032
=
L
1295
Cd=1.15
Beam:
Span:
3.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
0.77
R1 =
0.88
R2 =
0.88
v max =
52
Deflect. =
0.010
=
L
4365
Beam
Span;
3 ft
RHD1
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
RHD2
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
RHD3
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.76
(k-ft)
R1 =
1.01
(k)
R2 =
1.01
(k)
v max = 91 (psi)
Deflect. = 0.023 (in)
= L
1579
Uniform Loads
start end (ft)
0 1.42
1.42 3.5
x = 1.75 (ft)
M @ x = 2.71 (k-ft)
V @ x = -1.1 (k)
Loading Diagram: RHD1
2000
Q- 1500
1000
0
500
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
715 715 1.42 2.58
505 505
0 0.5 1 1.5 2 2.5 3 3.5
Uniform Loads
start end (ft)
0 3.5
x = 1.75 (ft)
M @ x = 0.77 (k-ft)
V @ x = 0 (k)
Loading Diagram: RHD2
3000
2000
1000
a
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
505 505
1500 1
0.8
a 1000
0 0.6
500 0.4 0
0.2 a
0 A 0
0 0.5 1 1.5 2 2.5 3 3.5
Uniform Loads
start end (ft)
0 3
x = 1.5 (ft)
M @ x = 0.76 (k-ft)
V @ x = 0 (k)
Loading Diagram: RHD3
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
675 675
2000 1
a 1500 0.8
O 1000 0.6
0 0.4 0
j 500 0.2 a
0 E0
0 0.5 1 1.5 2 2.5 3
Project: E1396 Sheet No: 5 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
S"t' ('11RAL ' `O11""O 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
9.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.35
R1 =
0.57
R2 =
0.57
v max =
34
Deflect. =
0.124
=
L
919
Beam:
Span:
5.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
2.70
R1 =
1.97
R2 =
1.97
v max =
116
Deflect. =
0.083
=
L
795
Beam
Span;
3.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
3.44
M max =
3.19
R1 =
2.34
R2 =
2.39
v max =
141
Deflect. =
0.034
=
L
1229
Cd=1.15
RHD4
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
RHD5
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
RHD6
Uniform Loads
start end (ft)
0 9.5
x = 4.75 (ft)
M @ x = 1.35 (k-ft)
V @ x = 0 (k)
Loading Diagram: RHD4
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
120 120
1
a 300 0.8
0 200 0.6 6
0 0.4 0
j 100 0.2 a
0 0
0 1 2 3 4 5 6 7 8 9
Uniform Loads
start end (ft)
0 5.5
x = 2.75 (ft)
M @ x = 2.7 (k-ft)
V @ x = 0 (k)
Loading Diagram: RHD5
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
715 715
2000 1
0.8
Q 1500 0.6
0 1000 0.4 0
j 500 0•2 a
0 0
0 1 2 3 4 5
Uniform Loads
start end (ft)
0 1.66
1.66 3.5
x = 1.75 (ft)
M @ x = 3.09 (k-ft)
V @ x = -1.1 (k)
(k-ft) Loading Diagram: RHD6
(k-ft) 2000
(k) Q 1500
(k) M 1000
(psi) Soo
(in) o
0 0.5 1
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
505 505 1.66 2.58
715 715
1.5 2 2.5 3 3.5
3000
2000
1000 0
a
0
Project: E1396 Sheet No: 6 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
6.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
0.71
R1 =
0.44
R2 =
0.44
v max =
26
Deflect. =
0.031
=
L
2549
Beam:
Span:
3 ft
RHD7
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
RHD8
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.15
(k-ft)
R1 =
0.20
(k)
R2 =
0.20
(k)
v max = 18 (psi)
Deflect. = 0.005 (in)
= L
7896
Beam
Span;
9.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.52
R1 =
0.64
R2 =
0.64
v max =
38
Deflect. =
0.140
=
L
817
RHD9
Uniform Loads
start end (ft)
0 6.5
x = 3.25 (ft)
M @ x = 0.71 (k-ft)
V @ x = 0 (k)
Loading Diagram: RHD7
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
135 135
400 1
a 300 0.8
O 200 0.6
0 0.4 0
j 100 0.2 a
0 0
0 1 2 3 4 5 6
Uniform Loads
start end (ft)
0 3
x = 1.5 (ft)
M @ x = 0.15 (k-ft)
V @ x = 0 (k)
Loading Diagram: RHD8
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
135 135
400 1
a 300 0.8
O 200 0.6
0 0.4 0
j 100 0.2 a
0 E0
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 9.5
x = 4.75 (ft)
M @ x = 1.52 (k-ft)
V @ x = 0 (k)
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
135 135
(k-ft) Loading Diagram: RHD9
(k-ft) 400 1
(k) - 300 0.8
0.6
(k) o zoo 0.4 0
(psi) j 100 0.2 a
(in) 0 0
0 1 2 3 4 5 6 7 8 9
Project: E1396 Sheet No: 7 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3 ft
RHD10
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.80
(k-ft)
R1 =
1.07
(k)
R2 =
1.07
(k)
v max =
97
(psi)
Deflect. =
0.024
(in)
=
L
1491
Beam:
Span:
6.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
0.71
R1 =
0.44
R2 =
0.44
v max = 26
Deflect. = 0.031
= L
2549
Beam
Span;
3 ft
RHD11
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
RHD12
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.15
(k-ft)
R1 =
0.20
(k)
R2 =
0.20
(k)
v max =
18
(psi)
Deflect. =
0.005
(in)
=
L
7896
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 3 715 715
1.5 (ft)
0.8 (k-ft)
0 (k)
Loading Diagram: RHD00
2000 1
g0.8
1500
0.6
0 1000 0.4 0
j 500 0.2 a
0 0
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 6.5
x = 3.25 (ft)
M @ x = 0.71 (k-ft)
V @ x = 0 (k)
Loading Diagram: RHD11
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
135 135
400 1
a 300 0.8
O 200 0.6
0 0.4 0
j 100 0•2 a
0 0
0 1 2 3 4 5 6
Uniform Loads
start end (ft)
0 3
x = 1.5 (ft)
M @ x = 0.15 (k-ft)
V @ x = 0 (k)
Loading Diagram: RHD12
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
135 135
400 1
a 300 0.8
O 200 0.6
0 0.4 0
j 100 0•2 a
0 E0
0 0.5 1 1.5 2 2.5 3
Project: E1396 Sheet No: 8 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
11
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----------------.jII� r
17..�� 1
2ND FLOOR FRAMING PLAN
NTS
Project: E1396 Sheet No: 9 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
B1
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
17.3 ft
start end (ft)
start
end (plf)
distance(ft)
0 13.5
815
815
Member:
5 1/8" x 15" 24F V4
GLB
13.5 17.3
760
760
E psi
1.80E+06
x =
8.63 (ft)
inA4
1441
M @ x =
30.1 (k-ft)
A inA2
76.9
V @ x =
-0 (k)
Results
M allow =
38.40
(k-ft)
Loading Diagram: B1
M max =
30.12
(k-ft)
1
R1 =
7.01
(k)
2000
0.8 7
R2 =
6.85
(k)
v max =
136
(psi)
0 l000
J soo
0.4 0
0.2 0
Deflect. =
0.623
(in)
0
a
0
=
L
0 2
4 6
8
10
12 14
16
332
Beam:
B1 DEFL
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
17.3 ft
start end (ft)
start
end (plf)
distance(ft)
0 13.5
590
590
Member:
5 1/8" x 15" 24F V4
GLB
13.5 17.3
550
550
E psi
1.80E+06
x =
8.63 (ft)
inA4
1441
M @ x =
21.8 (k-ft)
A inA2
76.9
V @ x =
-0 (k)
Results
M allow =
38.40
(k-ft)
Loading Diagram: B1 DER
M max =
21.80
(k-ft)
1
R1 =
5.07
(k)
Q 1500
0.8 7
R2 =
4.96
(k)
1000
0.6
v max =
99
(psi)
0
soo
0.4 0
0.2 J
Deflect. =
0.451
(in)
0
a
0
=
L
0 2
4 6
8
10
12 14
16
459
Beam:
B2
Uniform Loads
Magnitude(plf) Point Loads
Magnitude(k)
Span:
24 ft
start end (ft)
start
end (plf) distance(ft)
0 1.751
815
815
Member:
6 3/4" x 18"
24F V4 GLB
1.75 12.8
845
845
E psi
1.80E+06
x =
12 (ft)
12.8 24
815
815
1 inA4
3281
M @ x =
59.9 (k-ft)
A inA2
122
V @ x =
-0.1 (k)
Results
M allow =
67.07
(k-ft)
_
Loading Diagram: B2
M max =
59.88
(k-ft)
1
R1 =
10.01
(k)
Q 2000
0.8
R2 =
9.88
(k)
Z
0.6
v max =
123
(psi)
0 1000
0.4 0
o z J
Deflect. =
1.053
(in)
�
0
a
1 0
=
L
0
s
10
15
20
274
Cv=0.92
Project:
E1396
Sheet No: 10
2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
B2 DEFL
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
24 ft
start end (ft)
start
end (plf)
distance(ft)
0 1.751
590
590
Member:
6 3/4" x 18" 24F V4
GLB
1.75 12.8
615
615
E psi
1.80E+06
x =
12 (ft)
12.8 24
590
590
1 inA4
3281
M @ x =
43.5 (k-ft)
A inA2
122
V @ x =
-0.1 (k)
Results
M allow =
67.07
(k-ft)
Loading Diagram: B2 DER
M max =
43.48
(k-ft)
1
R1 =
7.27
(k)
Q 1500
0.8 7
R2 =
7.16
(k)
1000
0.6
v max =
89
(psi)
(p )
soo
0.2 J
0.a
Deflect. =
0.765
(in)
>
0
0
=
L
o
s
10
15 20
377
Cv=0.92
Beam:
B3
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
17.3 ft
start end (ft)
start
end (plf)
distance(ft)
0 3.75
760
760
Member:
5 1/8" x 15" 24F V4
GLB
3.75 17.3
815
815
E psi
1.80E+06
x =
8.63 (ft)
inA4
1441
M @ x =
30.1 (k-ft)
A inA2
76.9
V @ x =
0.03 (k)
Results
M allow =
38.40
(k-ft)
Loading Diagram: B3
M max =
30.12
(k-ft)
1
R1 =
6.85
(k)
2000
0.8 7
R2 =
7.01
(k)
v max =
136
(psi)
0 1000
J soo
0.4 0
0.2 J
Deflect. =
0.623
(in)
0
a
0
=
L
0 2
4 6
8
10
12 14
16
332
Beam:
B3 DEFL
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
17.3 ft
start end (ft)
start
end (plf)
distance(ft)
0 3.75
550
550
Member:
5 1/8" x 15" 24F V4
GLB
3.75 17.3
590
590
E psi
1.80E+06
x =
8.63 (ft)
inA4
1441
M @ x =
21.8 (k-ft)
A inA2
76.9
V @ x =
0.02 (k)
Results
M allow =
38.40
(k-ft)
_
Loading Diagram: B3 DEFL
M max =
21.80
(k-ft)
1
R1 =
4.96
(k)
Q 1500
0.8 7
R2 =
5.07
(k)
1000
0.6
v max =
99
(psi)
0 soo
0.4 0
0.2 J
Deflect. =
0.451
(in)
0
a
0
=
L
0 2
4 6
8
10
12 14
16
459
Project:
E1396
Sheet No: 11
2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
10 ft
B4
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
3.19
(k-ft)
R1 =
1.28
(k)
R2 =
1.28
(k)
v max =
92
(psi)
Deflect. =
0.124
(in)
=
L
972
Beam:
Span:
7 ft
B5
Member: 3 1/2" x 11 7/8" PSL
E psi
2.00E+06
in^4
490
A inA2
41.6
Results
M allow =
19.90
(k-ft)
M max =
7.21
(k-ft)
R1 =
5.02
(k)
R2 =
4.32
(k)
v max =
181
(psi)
Deflect. =
=
0.070
I
(in)
ILUJ
Beam: B6
Span: 7 ft
Member: 3 1/2" x 11 7/8" PSL
E psi
2.00E+06
in^4
490
A inA2
41.6
Results
M allow =
19.90
(k-ft)
M max =
8.65
(k-ft)
R1 =
3.87
(k)
R2 =
4.33
(k)
v max =
156
(psi)
Deflect. =
0.076
(in)
=
L
1109
Uniform Loads
start end (ft)
0 10
x = 5 (ft)
M @ x = 3.19 (k-ft)
V @ x = 0 (k)
Loading Diagram: B4
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
255 255
1
a 600 0.8
a 400 0.6
0 0.4 0
j 200 0.2 a
0 0
0 1 2 3 4 5 6 7 8 9 10
Uniform Loads
start end (ft)
0 1.63
1.63 5.13
x = 3.5 (ft) 5.13 7
M @ x = 7.2 (k-ft)
V @ x = -0.1 (k)
Loading Diagram: B5
3000
= 2000
M
0 1000
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
10851085 1.63 2.65
370 370 5.13 1.99
875 875
0 1 2 3 4 5 6 7
Uniform Loads
start end (ft)
0 2.5
2.5 7
x = 3.5 (ft)
M @ x = 8.52 (k-ft)
V @ x = -0.5 (k)
Loading Diagram: B6
3000
= 2000
M
0 1000
0
0 1 2
3000
2000
1000 0
a
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
370 370 2.5 2.39
1085 1085
3 4 5 6 7
3000
2000
1000 0
a
0
Project: E1396 Sheet No: 12 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
10 ft
B7
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
3.19
(k-ft)
R1 =
1.28
(k)
R2 =
1.28
(k)
v max =
92
(psi)
Deflect. =
0.124
(in)
=
L
972
Beam:
Span:
3.83 ft
B8
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.28
(k-ft)
R1 =
0.30
(k)
R2 =
0.30
(k)
v max =
21
(psi)
Deflect. =
0.002
(in)
=
L
28449
Beam
Span;
7.17 ft
B9
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.76
(k-ft)
R1 =
0.42
(k)
R2 =
0.33
(k)
v max =
30
(psi)
Deflect. =
0.015
(in)
=
L
5787
Uniform Loads
start end (ft)
0 10
x = 5 (ft)
M @ x = 3.19 (k-ft)
V @ x = 0 (k)
Loading Diagram: B7
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
255 255
1
a 600 0.8
v 400 0.6
0 0.4 0
:3200 0.2 Ja
0 0
0 1 2 3 4 5 6 7 8 9 10
Uniform Loads
start end (ft)
0 3.83
x = 1.92 (ft)
M @ x = 0.28 (k-ft)
V @ x = 0 (k)
Loading Diagram: B8
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
155 155
1
w 400
=' 300 0 8 :2Z 0.6 �
0 200 0.4 0
j 100 0.2 a
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Uniform Loads
start end (ft)
0 1.92
1.92 7.17
x = 3.59 (ft)
M @ x = 0.73 (k-ft)
V @ x = -0.1 (k)
Loading Diagram: B9
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
36.7 36.7 1.92 0.3
73.3 73.3
200 400
w 300
150
m 100 zoo m
50 100 a
0 0
0 1 2 3 4 5 6 7
Project: E1396 Sheet No: 13 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3.83 ft
B10
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.86
(k-ft)
R1 =
0.90
(k)
R2 =
0.90
(k)
v max =
65
(psi)
Deflect. =
0.005
(in)
=
L
9382
Beam:
Span:
7 ft
B11
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
1.00
(k-ft)
R1 =
0.38
(k)
R2 =
0.99
(k)
v max =
72
(psi)
Deflect. =
0.018
(in)
=
L
4561
Beam
Span;
4 ft
B12
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.42
(k-ft)
R1 =
0.42
(k)
R2 =
0.42
(k)
v max =
30
(psi)
Deflect. =
0.003
(in)
=
L
18433
Uniform Loads
start end (ft)
0 3.83
x = 1.92 (ft)
M @ x = 0.86 (k-ft)
V @ x = 0 (k)
Loading Diagram: B10
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
470 470
1
c 1000 0'8
0.6
500 0.4 0
0.2 a
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Uniform Loads
start end (ft)
0 6
6 7
x = 3.5 (ft)
M @ x = 0.89 (k-ft)
V@x= 0.13 (k)
Loading Diagram: B11
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
73.3 73.3 6 0.9
36.7 36.7
1000
200
800
150
600
0 100
400 c
50
200 a
0
0
0
1 2 3 4 5 6 7
Uniform Loads
start end (ft)
0 4
x = 2 (ft)
M @ x = 0.42 (k-ft)
V @ x = 0 (k)
Loading Diagram: B12
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
210 210
600 1
400 0.8
0.6
200 0.4 c
0.2 Ja
0 0
0 0.5 1 1.5 2 2.5 3 3.5 4
Project: E1396 Sheet No: 14 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
9.17 ft
B13
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
1.17
(k-ft)
R1 =
0.61
(k)
R2 =
0.41
(k)
v max =
44
(psi)
Deflect. =
0.039
(in)
=
L
2858
Beam:
Span:
4 ft
B14
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.94
(k-ft)
R1 =
0.94
(k)
R2 =
0.94
(k)
v max =
68
(psi)
Deflect. =
=
0.006
I
(in)
OZOO
Beam: B15
Span: 8 ft
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
1.79
(k-ft)
R1 =
0.52
(k)
R2 =
0.93
(k)
v max =
67
(psi)
Deflect. =
0.039
(in)
=
L
2437
Uniform Loads
start end (ft)
0 1.88
1.88 9.17
x = 4.59 (ft)
M @ x = 1.13 (k-ft)
V @ x = -0.1 (k)
Loading Diagram: B13
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance ft
36.7 36.7 1.88 0.42
73.3 73.3
200 500
Q 150 400
300
c 100 200 c
j 50 100 Ja
0 0
0 1 2 3 4 5 6 7 8 9
Uniform Loads
start end (ft)
0 4
x = 2 (ft)
M @ x = 0.94 (k-ft)
V @ x = 0 (k)
Loading Diagram: B14
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
470 470
1
c 1000 0'8
0.6
500 0.4 0
0.2 a
0 0
0 0.5 1 1.5 2 2.5 3 3.5 4
Uniform Loads
start end (ft)
0 6
6 8
x = 4 (ft)
M @ x = 1.49 (k-ft)
V @ x = 0.23 (k)
Loading Diagram: B15
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
73.3 73.3 6 0.94
36.7 36.7
1000
200
800
150
600
0 100
400 c
50
200 Ja
0
0
0
1 2 3 4 5 6 7 8
Project: E1396 Sheet No: 15 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
4 ft
B16
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.31
(k-ft)
R1 =
0.31
(k)
R2 =
0.31
(k)
v max =
22
(psi)
Deflect. =
0.002
(in)
=
L
24974
Beam:
Span:
7.17 ft
B17
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.90
(k-ft)
R1 =
0.36
(k)
R2 =
0.37
(k)
v max =
27
(psi)
Deflect. =
0.016
(in)
=
L
5321
Beam
Span;
4 ft
B18
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
1.21
(k-ft)
R1 =
1.21
(k)
R2 =
1.21
(k)
v max =
87
(psi)
Deflect. =
0.008
(in)
=
L
6398
Uniform Loads
start end (ft)
0 4
x = 2 (ft)
M @ x = 0.31 (k-ft)
V @ x = 0 (k)
Loading Diagram: B16
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
155 155
1
w 400
= 300 0 $ :2a 0.6 v
c 200 0.4 c
j 100 0.2 a
0 0
0 0.5 1 1.5 2 2.5 3 3.5 4
Uniform Loads
start end (ft)
0 3
3 7.17
x = 3.59 (ft)
M @ x = 0.85 (k-ft)
V @ x = -0.1 (k)
Loading Diagram: B17
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
36.7 36.7 3 0.31
73.3 73.3
200 400
w 300 s
Q 150
m 100 zoo m
s0 100 a
0 0
0 1 2 3 4 5 6 7
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 4 605 605
2 (ft)
1.21 (k-ft)
0 (k)
Loading Diagram: B18
1
a 1500 0.8 7
v 1000 0.6
J 0.4
500 0.2 0
0 0
0 0.5 1 1.5 2 2.5 3 3.5 4
Project: E1396 Sheet No: 16 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
13 ft
B19
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
3.04
(k-ft)
R1 =
0.67
(k)
R2 =
1.42
(k)
v max =
102
(psi)
Deflect. =
0.197
(in)
=
L
793
Beam:
Span:
8 ft
HD1
Member: 3 1/2" x 11 7/8" PSL
E psi
2.00E+06
in^4
490
A inA2
41.6
Results
M allow =
19.90
(k-ft)
M max =
11.00
(k-ft)
R1 =
4.39
(k)
R2 =
5.72
(k)
v max =
206
(psi)
Deflect. =
=
0.127
I
(in)
IJU
Beam: HD2
Span: 3 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.34
R1 =
1.66
R2 =
1.62
v max =
98
Deflect. =
0.012
=
L
3024
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Uniform Loads
start end (ft)
0 10.9
10.9 13
x = 6.5 (ft)
M @ x = 2.79 (k-ft)
V@x= 0.19 (k)
Loading Diagram: B19
200
e- 150
m 100
O
50
0
0 2 4
Uniform Loads
start end (ft)
0 5.5
5.5 8
x = 4 (ft)
M @ x = 10.6 (k-ft)
V @ x = 0.89 (k)
Loading Diagram: HD1
3000
= 2000
M
0 1000
0
0 1 2
Uniform Loads
start end (ft)
0 3
x = 1.5 (ft)
M @ x = 1.33 (k-ft)
V @ x = -0.1 (k)
Loading Diagram: HD2
w
2000
0 1000
0
0 0.5 1
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
73.3 73.3 10.9 1.21
36.7 36.7
1500
1000
500
a
0
6 8 10 12
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
875 875 5.5 2.58
1085 1085
3000
2000
1000 0
a
0
3 4 5 6 7 8
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance ft
985 985 1.33 0.33
1.5 2 2.5 3
400
300
200
100
a
0
Project: E1396 Sheet No: 17 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
HD3
Uniform Loads
Magnitude(plf) Point Loads
Magnitude(k)
Span:
9.5 ft
start end (ft)
start end (plf) distance(ft)
0 9.5
560 560
Member:
5 1/8" x 7 1/2" 24F
V4 GLB
E psi
1.80E+06
x =
4.75 (ft)
inA4
180
M @ x =
6.32 (k-ft)
A inA2
38.4
V @ x =
0 (k)
Results
M allow =
9.60
(k-ft)
Loading Diagram: HD3
M max =
6.32
(k-ft)
1
R1 =
2.66
(k)
lsoo
Q
o.s
R2 =
2.66
(k)
l000
0.6
v max =
104
(psi)
0 500
0.4 0
J
0.2
Deflect. =
0.317
(in)
0
a
0
=
L
0 1 2 3
4 5 6 7
8 9
359
Beam:
Span:
5.5 ft
HD4
Member: 6x8 DF#1
E psi
1.60E+06
inA4
175
A inA2
39.9
Results
M allow =
5.42
(k-ft)
M max =
2.01
(k-ft)
R1 =
1.28
(k)
R2 =
1.38
(k)
v max =
52
(psi)
Deflect. =
0.038
(in)
=
L
1724
Beam
Span;
3 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.32
R1 =
1.55
R2 =
1.65
v max =
97
Deflect. =
0.012
=
L
3091
HD5
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Uniform Loads
start end (ft)
0 5.5
x = 2.75 (ft)
M @ x = 1.98 (k-ft)
V@x= 0.16 (k)
Loading Diagram: HD4
w 1000
Q
0 500
0
0 1
Uniform Loads
start end (ft)
0 1.66
1.66 3
x = 1.5 (ft)
M @ x = 1.3 (k-ft)
V@x= 0.19 (k)
Loading Diagram: HD5
w
2000
0 1000
0
0 0.5 1
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
410 410 3.42 0.41
500
400
300
200 c
100 a
0
2 3 4 5
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
905 905 1.66 0.37
985 985
1.5 2 2.5 3
400
300
200
100
a
0
Project: E1396 Sheet No: 18 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
8 ft
HD6
Member: 5 1/8" x 7 1/2" 24F V4 GLB
E psi 1.80E+06 x =
inA4 180 M @ x =
A inA2 38.4 V @ x =
Results
M allow = 9.60 (k-ft)
M max = 7.00 (k-ft)
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 8 875 875
4 (ft)
7 (k-ft)
0 (k)
Loading Diagram: HD6
1
R1 = 3.50 (k) Q 2000 0.8 7
R2 = 3.50 (k) Z 0.6
o l000 0.4 a
v max = 137
(psi) j 0.2 a
Deflect. = 0.249 (in) 0 0
= L 0 1 2 3 4 5 6 7 8
385
Beam:
Span:
6.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
0.39
R1 =
0.24
R2 =
0.24
vmax =
14
Deflect. =
0.017
=
L
4695
Beam
Span;
3.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.25
R1 =
1.43
R2 =
1.43
v max =
84
Deflect. =
0.016
=
L
2705
HD7
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
HD8
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Uniform Loads
start end (ft)
0 6.5
x = 3.25 (ft)
M @ x = 0.39 (k-ft)
V @ x = 0 (k)
Loading Diagram: HD7
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
73.3 73.3
200 1
150 0.8
0.6
0 100 0.4 c
j 50 0.2 a
0 0
0 1 2 3 4 5 6
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 3.5 815 815
1.75 (ft)
1.25 (k-ft)
0 (k)
Loading Diagram: HD8
1
2000 0.8 7
1500 0.6
c 1000 0.4 c
:3 500 0.2
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Project: E1396 Sheet No: 19 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
S7RUCEORALENG[NEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
6.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.35
R1 =
0.83
R2 =
0.83
v max =
49
Deflect. =
0.058
=
L
1350
Beam:
Span:
2.75 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.26
R1 =
1.84
R2 =
1.84
v max =
108
Deflect. =
0.010
=
L
3404
Beam
Span;
2.75 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
5.44
R1 =
4.77
R2 =
5.09
v max =
300
Deflect. =
0.036
=
L
908
HD9
Uniform Loads
start end (ft)
0 6.5
x = 3.25 (ft)
M @ x = 1.35 (k-ft)
V @ x = 0 (k)
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
255 255
(k-ft) Loading Diagram: HD9
(k-ft) 1
(k) a 600 0.8 7
(k) 400 0.6
(psi) j 200 0.2 0
(in) 0 0 0.
0 1 2 3 4 5 6
HD10
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
HD11
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 2.75 13351335
1.38 (ft)
1.26 (k-ft)
0 (k)
Loading Diagram: HD10
4000 1
a 3000 0.8 0.6 7
0 2000 0.4 c
1000
0.2 a
0 0
0 0.5 1 1.5 2 2.5
Uniform Loads
start end (ft)
0 1.13
1.13 2.75
x = 1.38 (ft)
M @ x = 5.29 (k-ft)
V @ x = 1.77 (k)
Loading Diagram: HD11
4000
a 3000
2000
0
1000
0
0 0.5 1
Project: E1396 Sheet No: 20
Magnitude(plf)
start end (plf)
890 890
1335 1335
Point Loads
distance ft
1.13
1.46
Magnitude(k)
1.67
5.02
6000
4000
10
2000
a
0
1.5 2 2.5
2/21 /2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
2.75 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
0.84
R1 =
1.22
R2 =
1.22
v max =
72
Deflect. =
0.006
=
L
5107
Beam:
Span:
3 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.00
R1 =
1.34
R2 =
1.34
v max =
79
Deflect. =
0.009
=
L
3933
Beam
Span;
3 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.45
R1 =
1.94
R2 =
1.94
v max =
114
Deflect. =
0.013
=
L
2714
HD12
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
HD13
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
HD14
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Uniform Loads
start end (ft)
0 2.75
x = 1.38 (ft)
M @ x = 0.84 (k-ft)
V @ x = 0 (k)
Loading Diagram: HD12
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
890 890
1
a 2000 0.8
Z 0.6
0 1000 0.4 0
0.2 Ja
0 0
0 0.5 1 1.5 2 2.5
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 3 890 890
1.5 (ft)
1 (k-ft)
0 (k)
Loading Diagram: HD13
1
a 2000 0.8
Z 0.6
0 1000 0.4 0
0.2 Ja
0 E0
0 0.5 1 1.5 2 2.5 3
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 3 1290 1290
1.5 (ft)
1.45 (k-ft)
0 (k)
Loading Diagram: HD14
1
a 3000 0.8
Z 2000 0.6
0 1000 0.4 0
0.2 a
0E�0
0 0.5 1 1.5 2 2.5 3
Project: E1396 Sheet No: 21 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
0.96
R1 =
1.28
R2 =
1.28
v max =
75
Deflect. =
0.009
=
L
4118
Beam:
Span:
3 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.50
R1 =
2.00
R2 =
2.00
v max =
118
Deflect. =
0.014
=
L
2622
Beam
Span;
3 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.00
R1 =
1.34
R2 =
1.34
v max =
79
Deflect. =
0.009
=
L
3933
HD15
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
HD16
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
HD17
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Uniform Loads
start end (ft)
0 3
x = 1.5 (ft)
M @ x = 0.96 (k-ft)
V @ x = 0 (k)
Loading Diagram: HD15
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
850 850
1
2000 0.8
Z 0.6
J 1000 0.4 0
0.2 Ja
0 E0
0 0.5 1 1.5 2 2.5 3
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 3 1335 1335
1.5 (ft)
1.5 (k-ft)
0 (k)
Loading Diagram: HD16
4000 1
a 3000 0.8 0.6 7
0 2000 0.4 0
1000
0.2 a
0E�0
0 0.5 1 1.5 2 2.5 3
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 3 890 890
1.5 (ft)
1 (k-ft)
0 (k)
Loading Diagram: HD17
1
a 2000 0.8
Z 0.6
0 1000 0.4 0
0.2 Ja
0 E0
0 0.5 1 1.5 2 2.5 3
Project: E1396 Sheet No: 22 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
6.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.35
R1 =
0.83
R2 =
0.83
v max =
49
Deflect. =
0.058
=
L
1350
Beam:
Span:
3.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.25
R1 =
1.43
R2 =
1.43
v max =
84
Deflect. =
0.016
=
L
2705
Beam
Span;
6.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
0.39
R1 =
0.24
R2 =
0.24
vmax =
14
Deflect. =
0.017
=
L
4695
HD18
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
HD19
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
HD20
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Uniform Loads
start end (ft)
0 6.5
x = 3.25 (ft)
M @ x = 1.35 (k-ft)
V @ x = 0 (k)
Loading Diagram: HD18
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
255 255
1
a 600 0.8
v 400 0.6
0 0.4 0
j 200 0.2 Ja
0 0
0 1 2 3 4 5 6
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 3.5 815 815
1.75 (ft)
1.25 (k-ft)
0 (k)
Loading Diagram: HD19
1
2000 0.8 7
1500 0.6
0 1000 0.4 0
:3 500 0.2
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Uniform Loads
start end (ft)
0 6.5
x = 3.25 (ft)
M @ x = 0.39 (k-ft)
V @ x = 0 (k)
Loading Diagram: HD20
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
73.3 73.3
200 1
150 0.8
0.6
0 100 0.4 0
j 50 0.2 a
0 0
0 1 2 3 4 5 6
Project: E1396 Sheet No: 23 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3.33 ft
HD21
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.24
(k-ft)
R1 =
0.29
(k)
R2 =
0.29
(k)
v max =
26
(psi)
Deflect. =
0.009
(in)
=
L
4454
Beam:
Span:
3.5 ft
H D22
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.59
(k-ft)
R1 =
0.67
(k)
R2 =
0.67
(k)
v max =
61
(psi)
Deflect. =
0.024
(in)
=
L
1744
Uniform Loads
start end (ft)
0 3.33
x = 1.67 (ft)
M @ x = 0.24 (k-ft)
V @ x = 0 (k)
Loading Diagram: HD21
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
175 175
1
a 400 0.8
Z 0.6
o 200 0.4 M
0
0.2 Ja
0 0
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 3.5
x = 1.75 (ft)
M @ x = 0.59 (k-ft)
V @ x = 0 (k)
Loading Diagram: HD22
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
385 385
1
1000
o.s
Z 0.6
0 500 0.4 0
0.2 Ja
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Project: E1396 Sheet No: 24 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Design Criteria:
2015 NDS Section 3.7 & Section 15.3
Assumptions:
2x: Posts are framed in stud walls w/ HF plates
sheathing braces the posts in weak direction
studs are nailed together per NDS 15.3.3
4x & 6x: Posts are checked in weak direction
Design Values:
HF#2 sill:
Fc prp = 405 psi
2x4
HF#2:
Fc pll = 1495 psi
2x4
HF stud:
Fc pll = 840 psi
2x6
HF#2:
Fc pll = 1430 psi
2x6
HF stud:
Fc pll = 800 psi
4x4
DF#1:
Fc pll = 1725 psi
4x4
DF#2:
Fc pll = 1555 psi
4x6
DF#1:
Fc pll = 1650 psi
4x6
DF#2:
Fc pll = 1485 psi
6x6
DF#2:
Fc pll = 700 psi
Height
8 ft
9 ft
loft
(2) 2x4 HF #2
4.25
4.03
3.31
(3) 2x4 HF #2
6.38
6.04
4.96
(4) 2x4 HF #2
8.51
8.05
6.62
(5) 2x4 HF #2
10.6
10.1
8.27
(2) 2x4 HF stud
4.24
3.51
2.93
(3) 2x4 HF stud
6.36
5.26
4.39
(4) 2x4 HF stud
8.49
7.02
5.86
(5) 2x4 HF stud
10.6
8.77
7.32
(2) 2x6 HF #2
6.68
6.68
6.68
(3) 2x6 HF #2
10.0
10.0
10.0
(4) 2x6 HF #2
13.4
13.4
13.4
(5) 2x6 HF #2
16.7
16.7
16.7
(2) 2x6 HF stud
6.68
6.68
6.68
(3) 2x6 HF stud
10.0
10.0
10.0
(4) 2x6 HF stud
13.4
13.4
13.4
(5) 2x6 HF stud
16.7
16.7
16.7
4x4 DF#1
4.96
4.96
4.96
4x6 DF#1
7.80
7.80
7.80
4x4 DF#2
4.96
4.96
4.70
4x6 DF#2
7.80
7.36
6x6 DF#2
12.3
12.3
12.3
Project: E1396 Sheet No: 25 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEIRING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
�
I �i'II �i
�i'� �i.
— - J!II I
�
FHD8 FHD7 FHDI FHD6
C2 C, _2
1ST FLOOR FRAMING PLAN
NTS
Project: E1396 Sheet No: 26 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
S7RUCEORALENG[NEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
10 ft
FB1
Member: 3 1/2" x 11 7/8" PSL
E psi
2.00E+06
in^4
490
A inA2
41.6
Results
M allow =
19.90
(k-ft)
M max =
10.00
(k-ft)
R1 =
4.00
(k)
R2 =
4.00
(k)
v max =
144
(psi)
Deflect. =
0.184
(in)
=
L
652
Beam:
Span:
20.7 ft
FB2
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 10 800 800
5 (ft)
10 (k-ft)
0 (k)
Loading Diagram: FB1
1
2000 0.8 7
1500
0.6
0 1000 0.4 c
500 0.2
0 0
0 1 2 3 4 5 6 7 8 9 10
Uniform Loads
start end (ft)
0 1.75
Member: 6 3/4" x 19 1/2" 24F V4 GLB
1.75 4.75
E psi
1.80E+06
x =
10.3 (ft)
4.75 7.25
1 inA4
4170
M @ x =
57.9 (k-ft)
7.25 20.7
A inA2
132
V @ x =
-5.1 (k)
0 20.7
Results
M allow =
85.60
(k-ft)
Loading Diagram: FB2
M max =
73.10
(k-ft)
R1 =
13.98
(k)
Q z000
R2 =
6.12
(k)
I
v max = 159 (psi) 1000
Deflect. = 0.613 (in) 0
= L
405
Cv=0.9357
Beam: FB3
Span: 3.13 ft
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.47
(k-ft)
R1 =
0.55
(k)
R2 =
0.35
(k)
v max =
39
(psi)
Deflect. =
0.002
(in)
=
L
24157
Magnitude(plf)
Point Loads
Magnitude(k)
start end (plf)
distance(ft)
985 985
1.75
1.43
175 175
4.75
1.43
985 985
7.25
11
73.3 73.3
26 26
0 5 10 15 20
Uniform Loads
start end (ft)
0 1.13
1.13 3.13
x = 1.56 (ft)
M @ x = 0.41 (k-ft)
V @ x = -0.2 (k)
Loading Diagram: FB3
600
Q
400
200
0
0 0.5 1
15000
10000
M
5000
a
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance ft
225 225 1.13 0.42
110 110
1.5 2 2.5 3
500
400
300
200 c
100 Ja
0
Project: E1396 Sheet No: 27 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
FB4
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
7.33 ft
start end (ft)
start end (plf)
distance(ft)
0 3.5
73.3 73.3
3.5
0.35
Member:
1 3/4" x 11
7/8" LVL
3.5 7.33
325 325
E psi
1.90E+06
x =
3.67 (ft)
inA4
245
M @ x =
2.02 (k-ft)
A inA2
20.8
V @ x =
0.04 (k)
Results
M allow =
8.90
(k-ft)
Loading Diagram: FB4
M max =
2.03
(k-ft)
400
R1 =
0.70
(k)
Q 800
600
300
R2 =
1.15
(k)
0 400
200
v max =
83
(psi)
200
0
100 a
Deflect. =
0.040
(in)
0
0
=
L
0
1
2
3 4
5 6
7
2209
Beam:
FB5
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
7.33 ft
start end (ft)
start end (plf)
distance(ft)
0 7.33
160 160
Member:
4x6 DF#2
E psi
1.60E+06
x =
3.67 (ft)
inA4
48.5
M @ x =
1.07 (k-ft)
A inA2
19.3
V @ x =
0 (k)
Results
M allow =
1.72
(k-ft)
Loading Diagram: FB5
M max =
1.07
(k-ft)
1
R1 =
0.59
(k)
Q 400
R2 =
0.59
(k)
0 200
o.s o
v max =
46
(psi)
:3 1
a
Deflect. =
0.134
(in)
o
0
L
0
1
2
3 4
5 6
7
655
Beam:
FB7
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
20.5 ft
start end (ft)
start end (plf)
distance ft
0 20.5
370 370
Member:
7" x 11 7/8"
PSL
E psi
2.00E+06
x =
10.3 (ft)
inA4
975
M @ x =
19.4 (k-ft)
A inA2
83.1
V @ x =
0 (k)
Results
M allow = 39.80
(k-ft)
Loading Diagram: FB7
M max = 19.44
(k-ft)
1
R1 = 3.79
(k)
l000
Q
0.8
R2 = 3.79
(k)
c 500
0.6
v max = 68
(psi)
0.4 c
0 2 J
Deflect. = 0.756
(in)
�
0
a
0
= L
0 5 10
15 20
326
BEAM DELETED AND NO LONGER USED (FB6 AND FB15 ALSO NOT USED)
Project: E1396
Sheet No: 28
2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
20.5 ft
FB7 DEFL
Member: 7" x 11 7/8" PSL
E psi
2.00E+06
in^4
975
A inA2
83.1
Results
M allow =
39.80
(k-ft)
M max =
14.03
(k-ft)
R1 =
2.74
(k)
R2 =
2.74
(k)
v max =
49
(psi)
Deflect. =
0.545
(in)
=
L
451
Beam:
Span:
3 ft
FB8
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.57
(k-ft)
R1 =
0.66
(k)
R2 =
0.40
(k)
v max =
47
(psi)
Deflect. =
=
0.002
I
(in)
LIJ�O
Beam: FB9
Span: 7.33 ft
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
2.11
(k-ft)
R1 =
0.73
(k)
R2 =
1.17
(k)
v max =
84
(psi)
Deflect. =
0.041
(in)
=
L
2128
Uniform Loads
start end (ft)
0 20.5
x = 10.3 (ft)
M @ x = 14 (k-ft)
V @ x = 0 (k)
Loading Diagram: FB7 DEFL
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
267 267
800 1
600 0.8 7
0 400 0.4 0
j 200 0.2 CO
0 0
0 5 10 15 20
Uniform Loads
start end (ft)
0 1.07
1.07 3
x = 1.5 (ft)
M @ x = 0.48 (k-ft)
V @ x = -0.2 (k)
Loading Diagram: FB8
600
Q
400
200
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
225 225 1.07 0.61
105 105
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 3.5
3.5 7.33
x = 3.67 (ft)
M @ x = 2.11 (k-ft)
V @ x = 0.02 (k)
Loading Diagram: FB9
w 800
Q 600
0 400
200
0
0 1 2
800
600
400
200
a
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
73.3 73.3 3.5 0.4
325 325
3 4 5 6 7
500
400
300
200 0
100 Ja
0
Project: E1396 Sheet No: 29 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
S7RUCEURALENG[NEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
FB10
Uniform Loads
Magnitude(plf) Point Loads
Magnitude(k)
Span:
7.33 ft
start end (ft)
start end (plf) distance(ft)
0 5.5
120 120 5.5
3.35
Member:
(2) 1 3/4" x 11 7/8"
PSL
5.5 7.33
1120 1120
E psi
2.00E+06
x =
3.67 (ft)
inA4
490
M @ x =
4.71 (k-ft)
A inA2
41.6
V @ x =
1.07 (k)
Results
M allow =
19.90
(k-ft)
Loading Diagram: FB10
M max =
6.46
(k-ft)
4000
R1 =
1.50
(k)
3000
Q
3000
R2 =
4.56
(k)
2000
2000
v max =
164
(psi)
1000
1000 a
Deflect. =
0.051
(in)
0
0
=
L
0 1
2
3 4 5 6
7
1708
Beam:
Span:
3 ft
FB11
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
0.40
(k-ft)
R1 =
0.52
(k)
R2 =
0.33
(k)
v max =
38
(psi)
Deflect. =
=
0.001
I
(in)
L004U
Beam: FB12
Span: 8.07 ft
Member: 1 3/4" x 11 7/8" LVL
E psi
1.90E+06
in^4
245
A inA2
20.8
Results
M allow =
8.90
(k-ft)
M max =
2.23
(k-ft)
R1 =
1.20
(k)
R2 =
0.68
(k)
v max =
87
(psi)
Deflect. =
0.052
(in)
=
L
1851
Uniform Loads
start end (ft)
0 1
1 3
x = 1.5 (ft)
M @ x = 0.35 (k-ft)
V @ x = -0.1 (k)
Loading Diagram: FB11
w 600
a
v 400
200
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
240 240 1 0.36
125 125
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 3.83
3.83 8.07
x = 4.04 (ft)
M @ x = 2.15 (k-ft)
V @ x = -0.4 (k)
Loading Diagram: FB12
w 800
Q 600
0 400
200
0
0 1 2
Magnitude(plf) Point Loads
start end (plf) distance ft
325 325 3.83
73.3 73.3
3 4 5 6
400
300 s
200
100
a
0
Magnitude(k)
0.33
7 8
400
300 A
200 m
0
100 Ja
0
Project: E1396 Sheet No: 30 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
7 ft
FB13
Member: 3 1/2" x 11 7/8" PSL
E psi
2.00E+06
in^4
490
A inA2
41.6
Results
M allow =
19.90
(k-ft)
M max =
4.96
(k-ft)
R1 =
3.46
(k)
R2 =
3.46
(k)
v max =
125
(psi)
Deflect. =
0.047
(in)
=
L
1771
Beam:
Span:
12.5 ft
FB14
Member: 5 1/4" x 11 7/8" PSL
E psi
2.00E+06
inA4
735
A inA2
62.3
Results
M allow =
29.90
(k-ft)
M max =
29.88
(k-ft)
R1 =
11.77
(k)
R2 =
6.91
(k)
v max =
283
(psi)
Deflect. =
=
0.562
I
(in)
LOI
Beam: FB14 DEFL
Span: 12.5 ft
Member: 5 1/4" x 11 7/8" PSL
E psi
2.00E+06
inA4
735
A inA2
62.3
Results
M allow =
29.90
(k-ft)
M max =
21.18
(k-ft)
R1 =
8.39
(k)
R2 =
4.81
(k)
v max =
202
(psi)
Deflect. =
0.396
(in)
=
L
379
Uniform Loads
start end (ft)
0 2
2 5.5
x = 3.5 (ft) 5.5 7
M @ x = 4.84 (k-ft)
V @ x = -0.2 (k)
Loading Diagram: FB13
Q: 2000
0 1000
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance ft
985 985 2 1.43
175 175 5.5 1.43
985 985
0 1 2 3 4 5 6 7
Uniform Loads
start end (ft)
0 2.5
2.5 12.5
x = 6.25 (ft) 0 12.5
M @ x = 27.6 (k-ft)
V @ x = -1.9 (k)
Loading Diagram: FB14
w 2000
1500
0 1000
500
0
0 2 4
Uniform Loads
start end (ft)
0 2.5
2.5 12.5
x = 6.25 (ft) 0 12.5
M @ x = 19.4 (k-ft)
V @ x = -1.4 (k)
Loading Diagram: FB14 DEFL
1500
Q
1000
500
0
0 2 4
2000
1500
1000
500
a
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
73.3 73.3 2.5 10.5
785 785
14 14
15000
10000
5000 a
a
0
6 8 10 12
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
53.3 53.3 2.5 7.61
545 545
0 0
8000
6000
4000
2000
a
0
6 8 10 12
Project: E1396 Sheet No: 31 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
Rooflet Rafters
Uniform Loads Magnitude(plf) Point Loads
Magnitude(k)
Span:
4 ft
start end (ft) start end (plf) distance(ft)
0 4 80 80
Member:
2x6 HF#2 @ 24" O.C.
E psi
1.30E+06
x =
2 (ft)
inA4
20.8
M @ x =
0.16 (k-ft)
A inA2
8.3
V @ x =
0 (k)
Results
M allow =
0.70
(k-ft)
Loading Diagram: Rooflet Rafters
M max =
0.16
(k-ft)
1
R1 =
0.16
(k)
Q 200
0.8
R2 =
0.16
(k)
- 150
0.6 =-
v max =
29
(psi)
0 100
J 50
0.4 0
0.2 J
Deflect. =
0.017
(in)
�
0
a
0
=
L
0
0.5 1 1.5 2 2.5 3
3.5 4
2811
Beam: Deck Joists
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span: 7.5 ft
start end (ft)
start end (plf)
distance(ft)
0 7.5
93.3 93.3
Member: 2x8 DF#2
@ 16" O.C.
E psi 1.60E+06
x =
3.75 (ft)
inA4 47.6
M @ x =
0.66 (k-ft)
A inA2 10.9
V @ x =
0 (k)
Results
M allow = 1.18
(k-ft)
Loading Diagram: Deck Joists
M max = 0.66
(k-ft)
1
R1 = 0.35
(k)
Q 200
0.8
R2 = 0.35
(k)
16
0.6
max = 48
(psi)
100
0.4 Mv
0 2 J
Deflect. = 0.087
(in)
�
0
a
0
= L
0 1
2
3 4
5 6
7
1030
Tapered Deck Joists @ 1/8" per V to min 7 1/4"
Beam:
FHD1
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span: 3 ft
start end (ft)
start end (plf)
distance(ft)
0 3
120 120
Member: (2) 2x6 HF#2
E psi 1.30E+06
x =
1.5 (ft)
inA4 41.6
M @ x =
0.13 (k-ft)
A inA2 16.6
V @ x =
0 (k)
Results
M allow = 1.40
(k-ft)
Loading Diagram: FHD1
M max = 0.13
(k-ft)
1
R1 = 0.18
(k)
Q 300
0.8
R2 = 0.18
(k)
Z 200
m
0.6
v max = 16
(psi)
100
0
0.2 a
Deflect. = 0.004
(in)
0
0
= L
0
0.5 1
1.5
2 2.5
3
8883
Project: E1396
Sheet No: 32
2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3.5 ft
FHD2
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.24
(k-ft)
R1 =
0.28
(k)
R2 =
0.28
(k)
v max =
25
(psi)
Deflect. =
0.010
(in)
=
L
4196
Add 4013lf For Rooflet
Beam:
Span:
3 ft
FHD3
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.76
(k-ft)
R1 =
1.01
(k)
R2 =
1.01
(k)
v max =
91
(psi)
Deflect. =
0.023
(in)
=
L
1579
Beam
Span;
3.5 ft
FHD4
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.11
(k-ft)
R1 =
0.13
(k)
R2 =
0.13
(k)
v max =
12
(psi)
Deflect. =
0.005
(in)
=
L
9158
Uniform Loads
start end (ft)
0 3.5
x = 1.75 (ft)
M @ x = 0.24 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD2
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
160 160
1
w 400 0.8 7
Z 300 0.6 v
0 200 0.4 0
j 100 0.2 a
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Uniform Loads
start end (ft)
0 3
x = 1.5 (ft)
M @ x = 0.76 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD3
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
675 675
2000 1
a 1500 0.8
1000 0.6
0 0.4 0
j 500 0.2 Ja
0 E0
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 3.5
x = 1.75 (ft)
M @ x = 0.11 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD4
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
73.3 73.3
200 1
150 0.8
0.6
0 100 0.4 0
j 50 0.2 a
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Project: E1396 Sheet No: 33 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
FHD5
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
8 ft
start end (ft)
start end (plf)
distance(ft)
0 8
120 120
Member:
4x8 DF#2
E psi
1.60E+06
x =
4 (ft)
inA4
111
M @ x =
0.96 (k-ft)
A inA2
25.4
V @ x =
0 (k)
Results
M allow =
2.99
(k-ft)
Loading Diagram: FHD5
M max =
0.96
(k-ft)
1
R1 =
0.48
(k)
Q 300
0.8 7
R2 =
0.48
(k)
Z 200
0.6
v max =
28
(psi)
0 100
0.4 a
Deflect. =
0.062
(in)
0
0
=
L
0
1
2 3
4 5
6
7 8
1538
Beam:
FHD6
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
3.5 ft
start end (ft)
start end (plf)
distance(ft)
0 3.5
1180 1180
Member:
4x8 DF#2
E psi
1.60E+06
x =
1.75 (ft)
inA4
111
M @ x =
1.81 (k-ft)
A inA2
25.4
V @ x =
0 (k)
Results
M allow =
2.99
(k-ft)
Loading Diagram: FHD6
M max =
1.81
(k-ft)
1
R1 =
2.07
(k)
Q 3000
0.8
R2 =
2.07
(k)
2000
0.6
v max =
122
(psi)
c 1000
c
0.40 2 J
Deflect. =
0.022
(in)
0
a
0
=
L
0 0.5
1
1.5 2
2.5
3 3.5
1868
Beam:
FHD7 Total Load
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
20.5 ft
start end (ft)
start end (plf)
distance(ft)
0 1.25
13651365
1.25
4.66
Member:
6 3/4" x 18"
24F V4 GLB
1.25 3.25
980 980
3.25
3.08
E psi
1.80E+06
x =
10.3 (ft)
3.25 15.3
970 970
15.3
9.15
1 inA4
3281
M @ x =
80.7 (k-ft)
15.3 18.4
120 120
18.4
1.94
A inA2
122
V @ x =
1.33 (k)
18.4 20.5
1410 1410
Results
M allow = 72.90 (k-ft)
Loading Diagram: FHD7 Total Load
M max = 81.63 (k-ft)
4000
10000
R1 = 19.52 (k)
Q 3000
8000
R2 = 17.99 (k)
0 2000
6000 --
v max = 240 (psi)
c
1000
4000 c
2000 a
Deflect. = 1.081 (in)
0
0
= L
0 5 10
15 20
228
Total Load Calc; Not for Design
Project: E1396
Sheet No: 34
2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
20.5 ft
FHD7 DL
Uniform Loads
start end (ft)
0 1.25
Member: 6 3/4" x 18" 24F V4 GLB
1.25 3.25
E psi
1.80E+06
x =
10.3 (ft)
3.25 15.3
1 inA4
3281
M @ x =
32.8 (k-ft)
15.3 18.4
A inA2
122
V @ x =
0.49 (k)
18.4 20.5
Results
M allow =
61.41
(k-ft)
Loading Diagram: FHD7 DL
M max =
33.12
(k-ft)
R1 =
7.82
(k)
_ 1500
Q
R2 =
7.17
(k)
M l000
v max =
96
(psi)
soo
Deflect. =
0.438
(in)
o
a
al
=
L
0
s
561
DL=.9 Cv=.936
Beam:
Span:
20.5 ft
FHD7 SL
Uniform Loads
start end (ft)
0 1.25
Member: 6 3/4" x 18" 24F V4 GLB
1.25 3.25
E psi
1.80E+06
x =
10.3 (ft)
3.25 15.3
1 inA4
3281
M @ x =
21.3 (k-ft)
15.3 18.4
A inA2
122
V @ x =
0.79 (k)
18.4 20.5
Results
M allow =
68.23
(k-ft)
Loading Diagram:
FHD7 SL
M max =
24.12
(k-ft)
R1 =
R2 =
6.46
5.65
(k)
(k)
1000
a
Z
500
v max = 79 (psi)
Deflect. = 0.300 (in) 0
= L
821
Cv=.936
Magnitude(plf)
Point Loads
Magnitude(k)
start end (plf)
distance(ft)
535 535
1.25
1.75
405 405
3.25
1.23
410 410
15.3
3.47
90 90
18.4
0.69
550 550
4000
3000 A
2000
1000 a
0
10 15 20
Magnitude(plf)
Point Loads
Magnitude(k)
start end (plf)
distance(ft)
385 385
1.25
2.91
165 165
3.25
1.32
90 90
15.3
4.51
0 0
18.4
0.61
410 410
0 5 10 15 20
5000
4000
3000
2000 0
1000 a
0
Beam:
FHD7 LL
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
20.5 ft
start end (ft)
start
end (plf)
distance(ft)
0 1.25
450
450
1.25
0
Member:
6 3/4" x 18" 24F V4
GLB
1.25 3.25
415
415
3.25
0.53
E psi
1.80E+06
x =
10.3 (ft)
3.25 15.3
475
475
15.3
1.17
1 in14
3281
M @ x =
26.8 (k-ft)
15.3 18.4
30
30
18.4
0.64
A inA2
122
V @ x =
0.05 (k)
18.4 20.5
455
455
Results
M allow =
68.23
(k-ft)
Loading Diagram:
FHD7 ILL
M max =
26.83
(k-ft)
1500
R1 =
5.29
(k)
fl. i000
l000
R2 =
5.20
(k)
v max =
65
(psi)
soo
500
Deflect. =
0.347
(in)
0
a
0
=
L
0
5
10
15
20
710
Cv=1:4Gt€4996
Sheet Nee 36
2i2li2@ 29
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam:
FHD7 D+L
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
20.5 ft
start
end (ft)
start
end (plf)
distance(ft)
0
1.25
985
985
1.25
1.75
Member:
6 3/4" x 18"
24F V4
GLB
1.25
3.25
820
820
3.25
1.76
E psi
1.80E+06
x =
10.3 (ft)
3.25
15.3
885
885
15.3
4.64
1 inA4
3281
M @ x =
59.7 (k-ft)
15.3
18.4
120
120
18.4
1.33
A inA2
122
V @ x =
0.54 (k)
18.4
20.5
1005
1005
Results
M allow =
68.23
(k-ft)
Loading Diagram: FHD7 D+L
M max =
59.82
(k-ft)
3000
5000
R1 =
13.11
(k)
Q
4000
R2 =
12.37
(k)
2000
3000
v max =
161
(psi)
loo0
2000 a
1000 J
Deflect. =
0.785
(in)
�
0
a
0
=
L
0
5
10
15
20
313
Cv=.936 Cd=1.0
Beam:
FHD7 D+S
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
20.5 ft
start
end (ft)
start
end (plf)
distance(ft)
0
1.25
920
920
1.25
2.91
Member:
6 3/4" x 18"
24F V4
GLB
1.25
3.25
570
570
3.25
1.85
E psi
1.80E+06
x =
10.3 (ft)
3.25
15.3
500
500
15.3
5.68
1 inA4
3281
M @ x =
45.8 (k-ft)
15.3
18.4
90
90
18.4
1.25
A inA2
122
V @ x =
0.91 (k)
18.4
20.5
960
960
Results
M allow =
78.47
(k-ft)
Loading Diagram: FHD7 D+S
M max =
46.62
(k-ft)
6000
R1 =
11.45
(k)
Q z000
4000
R2 =
10.85
(k)
v max =
141
(psi)
° l000
z000 a
Deflect. =
0.618
(in)
�
0
a
0
=
L
0
5
10
15
20
398
Cv=.936 Cd=1.15
Beam:
FHD7 D+.75(S+L)
Uniform
Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
20.5 ft
start
end (ft)
start
end (plf)
distance(ft)
0
1.25
1161
1161
1.25
3.93
Member:
6 3/4" x 18"
24F V4
GLB
1.25
3.25
840
840
3.25
2.62
E psi
1.80E+06
x =
10.3 (ft)
3.25
15.3
834
834
15.3
7.73
1 inA4
3281
M @ x =
68.9 (k-ft)
15.3
18.4
113
113
18.4
1.63
A inA2
122
V @ x =
1.12 (k)
18.4
20.5
1199
1199
Results
M allow =
78.47
(k-ft)
Loading Diagram: FHD7 D+.75(S+L)
M max =
69.67
(k-ft)
10000
R1 =
16.63
(k)
Q 3000
s000
R2 =
15.31
(k)
z000
6000
v max =
204
(psi)
l000
4000 0
z000 J
Deflect. =
0.923
(in)
�
0
a
0
=
L
0
5
10
15
20
267
Cv=.936 Cd=1.15
Project:
E1396
Sheet No: 36
2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam: FHD8 Total
Span: 20.6 ft
Uniform Loads
start end
Magnitude(plf)
(ft) start end
14551455
Point
(plf) distance(ft)
Loads
3
Magnitude(k)
0 3
6.69
Member: 6 3/4" x 18" 24F V4 GLB
3 15.3
1010 1010
15.3
8.69
E psi 1.80E+06 x = 10.3 (ft)
15.3 18.1
120 120
18.1
2
1 inA4 3281 M @ x = 86.2 (k-ft)
18.1 20.6
1455 1455
A inA2 122 V @ x = 1.02 (k)
Results
M allow = 72.90 (k-ft) Loading Diagram:
Total
FHD8
M max =
86.76
(k-ft)
_ 4000
R1 =
19.46
(k)
Q s000
R2 =
18.64
(k)
2000
v max =
239
(psi)
0 1000
Deflect. =
1.171
(in)
0
=
L
211
Total Load Calc;
Not for Design
0 5 10 15 20
10000
8000 s
6000
4000 c
2000 Ja
0
Beam:
FHD8 DL
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
20.6 ft
start end (ft)
start
end (plf)
distance(ft)
0 3
560
560
3
2.58
Member:
6 3/4" x 18" 24F V4
GLB
3 15.3
420
420
15.3
3.28
E psi
1.80E+06
x =
10.3 (ft)
15.3 18.1
90
90
18.1
0.71
1 inA4
3281
M @ x =
34.6 (k-ft)
18.1 20.6
560
560
A inA2
122
V @ x =
0.38 (k)
Results
M allow =
61.41
(k-ft)
_
Loading Diagram: FHD8 DL
M max =
34.74
(k-ft)
4000
R1 =
7.71
(k)
1500
Q
s000
R2 =
7.35
(k)
1000
2000
v max =
95
(psi)
� soo
1000 a
Deflect. =
0.468
(in)
0
LI 0
=
L
0
5
10
15
20
529
Cv=.936 Dead load Factor = .9
Beam:
FHD8 LL
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
20.6 ft
start end (ft)
start
end (plf)
distance(ft)
0 3
485
485
3
0.57
Member:
6 3/4" x 18" 24F V4
GLB
3 15.3
505
505
15.3
1.25
E psi
1.80E+06
x =
10.3 (ft)
15.3 18.1
30
30
18.1
0.68
1 inA4
3281
M @ x =
29.2 (k-ft)
18.1 20.6
485
485
A inA2
122
V @ x =
0.07 (k)
Results
M allow =
68.23
(k-ft)
Loading Diagram: FHD8 ILL
_
M max =
29.17
(k-ft)
1500
1500
R1 =
5.79
(k)
Q s000
s000
R2 =
5.66
(k)
0
v max =
71
(psi)
0 500
500 0
Deflect. =
0.382
(in)
0
a
0
=
L
0
5
10
15
20
648
Cv=.936
Project:
E1396
Sheet No: 37
2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
20.6 ft
FHD8 SL
Uniform Loads
start end (ft)
0 3
Member: 6 3/4" x 18" 24F V4 GLB
3 15.3
E psi
1.80E+06
x =
10.3 (ft)
15.3 18.1
1 inA4
3281
M @ x =
22.5 (k-ft)
18.1 20.6
A inA2
122
V @ x =
0.57 (k)
Results
M allow =
78.47
(k-ft)
Loading Diagram: FHD8 SL
M max =
24.31
(k-ft)
R1 =
R2 =
5.97
5.64
(k)
(k)
1000
Z
v max = 73
Deflect. = 0.321
= L
770
Cv=.936, Cd=1.15
0 500
(psi)
(in) 0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
410 4101 3 3.54
85 85 15.3 4.15
0 0 18.1 0.62
410 410
0 5 10 15 20
Beam:
FHD8 D+.75(S+L)
Uniform Loads
Magnitude(plf)
Span:
20.6 ft
start
end (ft)
start end (plf)
0
3
1230 1230
Member:
6 3/4" x 18"
24F V4 GLB
3
15.3
865 865
E psi
1.80E+06
x =
10.3 (ft)
15.3
18.1
113 113
1 inA4
3281
M @ x =
73.4 (k-ft)
18.1
20.6
1235 1235
A inA2
122
V @ x =
0.86 (k)
Results
M allow =
78.47
(k-ft)
Loading Diagram:
FHD8 D+.75(S+L)
M max =
73.85
(k-ft)
R1 =
16.53
(k) 3000
R2 =
15.84
(k) Z 2000
v max = 203
Deflect. = 0.997
= L
(psi) 1000
(in) 0
L40
Cv=.936 Cd=1.15
Beam: FHD8 D+L
Span: 20.6 ft
Point Loads
distance(ft)
3
15.3
18.1
5000
4000
3000 v
2000 0
1000 a
0
Magnitude(k)
5.66
7.33
1.69
0 5 10 15 20
Uniform Loads
start end (ft)
0 3
Member: 6 3/4" x 18" 24F V4 GLB
3 15.3
E psi
1.80E+06
x =
10.3 (ft)
15.3 18.1
1 inA4
3281
M @ x =
63.7 (k-ft)
18.1 20.6
A inA2
122
V @ x =
0.45 (k)
Results
M allow =
68.23
(k-ft)
Loading Diagram: FHD8 D+L
M max =
63.83
(k-ft)
3000
R1 =
13.49
(k)
2000
R2 =
13.00
(k)
v max =
166
(psi)
1000
Deflect. =
0.850
(in)
0
=
L
0
5
291
8000
6000 A
4000 m
2000 a
0
Magnitude(plf)
Point Loads
Magnitude(k)
start end (plf)
distance(ft)
10451045
3
3.15
925 925
15.3
4.53
120 120
18.1
1.39
1045 1045
10 15 20
5000
4000
3000 v
2000 0
1000 a
0
Cv=.936
Project: E1396 Sheet No: 38 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
20.6 ft
FHD8 D+S
Uniform Loads
start end (ft)
0 3
Member: 6 3/4" x 18" 24F V4 GLB
3 15.3
E psi
1.80E+06
x =
10.3 (ft)
15.3 18.1
1 inA4
3281
M @ x =
57.1 (k-ft)
18.1 20.6
A inA2
122
V @ x =
0.95 (k)
Results
M allow =
78.47
(k-ft)
Loading Diagram: FHD8 D+S
M max =
57.98
(k-ft)
R1 =
13.67
(k)
Q z000
I
R2 =
12.99
(k)
v max = 168
Deflect. = 0.790
= L
313
Cv=.936 Cd=1.15
Beam:
Span:
4.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.63
R1 =
1.45
R2 =
1.45
v max =
86
Deflect. =
0.034
=
L
1608
Beam
Span;
3.5 ft
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
M max =
1.19
R1 =
1.37
R2 =
1.37
vmax =
81
Deflect. =
0.015
=
L
2826
(psi) 1000
(in) 0
FHD9
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
FHD10
(k-ft)
(k-ft)
(k)
(k)
(psi)
(in)
Magnitude(plf)
Point Loads
Magnitude(k)
start end (plf)
distance(ft)
970 970
3
6.12
505 505
15.3
7.43
90 90
18.1
1.33
970 970
0 5 10 15 20
Uniform Loads
start end (ft)
0 4.5
x = 2.25 (ft)
M @ x = 1.63 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD9
8000
6000 A
4000 m
2000 a
0
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
645 645
1
a 1500 0.8
Z 1000 0.6 =
0 0.4 0
j 500 0.2 a
0 0
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance ft
0 3.5 780 780
1.75 (ft)
1.19 (k-ft)
0 (k)
Loading Diagram: FHD10
1
2000
o.s
1500 :2Z 0.6
0 1000 0.4 0
j 500 0.2 Ja
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Project: E1396 Sheet No: 39 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3.17 ft
FHD11
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.43
(k-ft)
R1 =
0.55
(k)
R2 =
0.55
(k)
v max =
49
(psi)
Deflect. =
0.015
(in)
=
L
2619
Beam:
Span:
3.5 ft
FHD12
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.15
(k-ft)
R1 =
0.18
(k)
R2 =
0.18
(k)
v max =
16
(psi)
Deflect. =
0.006
(in)
=
L
6713
Beam
Span;
2.83 ft
FHD13
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.35
(k-ft)
R1 =
0.49
(k)
R2 =
0.49
(k)
v max =
44
(psi)
Deflect. =
0.009
(in)
=
L
3681
Uniform Loads
start end (ft)
0 3.17
x = 1.59 (ft)
M @ x = 0.43 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD11
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
345 345
1000 1
0.8
0.6
0 500 0.4 c
0.2 Ja
0 0
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 3.5
x = 1.75 (ft)
M @ x = 0.15 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD12
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
100 100
300 1
Q- 200 0.8
0.6
100 0.4 0
0.2 a
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Uniform Loads
start end (ft)
0 2.83
x = 1.42 (ft)
M @ x = 0.35 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD13
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
345 345
1000 1
0.8
0.6
0 500 0.4 c
0.2 Ja
0 0
0 0.5 1 1.5 2 2.5
Project: E1396 Sheet No: 40 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3.33 ft
FHD14
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.40
(k-ft)
R1 =
0.48
(k)
R2 =
0.48
(k)
v max =
44
(psi)
Deflect. =
0.015
(in)
=
L
2688
Beam:
Span:
3.17 ft
FHD15
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.43
(k-ft)
R1 =
0.55
(k)
R2 =
0.55
(k)
v max =
49
(psi)
Deflect. =
0.015
(in)
=
L
2619
Beam
Span;
3.17 ft
FHD16
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.61
(k-ft)
R1 =
0.77
(k)
R2 =
0.77
(k)
v max =
69
(psi)
Deflect. =
0.020
(in)
=
L
1863
Uniform Loads
start end (ft)
0 3.33
1.67 (ft)
0.4 (k-ft)
0 (k)
Loading Diagram: FHD14
Magnitude(plf)
start end (plf)
290 290
Point Loads
distance(ft)
Magnitude(k)
800 1
0.8
Q 600 0.6
0 400 0.4 0
j 200 0.2 a
0 0
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 3.17
x = 1.59 (ft)
M @ x = 0.43 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD15
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
345 345
1000 1
0.8
0.6 _.
0 500 0.4 c
0.2 Ja
0 0
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 3.17
x = 1.59 (ft)
M @ x = 0.61 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD16
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
485 485
1
.a 1000 0 8
0.6
500 0.4 0
0.2 a
0 0
0 0.5 1 1.5 2 2.5 3
Project: E1396 Sheet No: 41 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
S7RUCEORALENG[NEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam
Span;
3.33 ft
FHD17
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.94
(k-ft)
R1 =
1.12
(k)
R2 =
1.12
(k)
v max =
101
(psi)
Deflect. =
0.035
(in)
=
L
1155
Beam:
Span:
3.5 ft
FHD18
Member: (2) 2x6 HF#2
E psi
1.30E+06
inA4
41.6
A inA2
16.6
Results
M allow =
1.40
(k-ft)
M max =
0.77
(k-ft)
R1 =
0.88
(k)
R2 =
0.88
(k)
v max =
80
(psi)
Deflect. =
0.032
(in)
=
L
1329
Beam
Span;
3.17 ft
FHD19
Member: 5 1/4" x 11 7/8" PSL
E psi
2.00E+06
inA4
735
A inA2
62.3
Results
M allow =
29.90
(k-ft)
M max =
7.70
(k-ft)
R1 =
8.41
(k)
R2 =
3.51
(k)
v max = 202 (psi)
Deflect. = 0.007 (in)
= L
5239
Uniform Loads
start end (ft)
0 3.33
x = 1.67 (ft)
M @ x = 0.94 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD17
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
675 675
2000 1
a 1500 0.8
1000 0.6 v
0 0.4 0
j 500 0.2 a
0 0
0 0.5 1 1.5 2 2.5 3
Uniform Loads
start end (ft)
0 3.5
x = 1.75 (ft)
M @ x = 0.77 (k-ft)
V @ x = 0 (k)
Loading Diagram: FHD18
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
505 505
1500 1
w 0.8
a 1000
0.6
500 0 4 0
0.2 Ja
0 0
0 0.5 1 1.5 2 2.5 3 3.5
Uniform Loads
start end (ft)
0 3.17
x = 1.59 (ft)
M @ x = 5.47 (k-ft)
V @ x = -3.4 (k)
Loading Diagram: FHD19
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance ft
73.3 73.3 0.92 11.7
200 15000
w
150 10000
m 100 m
50 s000
0 L= 0
0 0.5 1 1.5 2 2.5 3
Project: E1396 Sheet No: 42 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Design Criteria:
2015 NDS Section 3.7 & Section 15.3
Assumptions:
2x: Posts are framed in stud walls w/ HF plates
sheathing braces the posts in weak direction
studs are nailed together per NDS 15.3.3
4x & 6x: Posts are checked in weak direction
Design Values:
HF#2 sill:
Fc prp = 405 psi
2x4
HF#2:
Fc pll = 1495 psi
2x4
HF stud:
Fc pll = 840 psi
2x6
HF#2:
Fc pll = 1430 psi
2x6
HF stud:
Fc pll = 800 psi
4x4
DF#1:
Fc pll = 1725 psi
4x4
DF#2:
Fc pll = 1555 psi
4x6
DF#1:
Fc pll = 1650 psi
4x6
DF#2:
Fc pll = 1485 psi
6x6
DF#2:
Fc pll = 700 psi
Height
8 ft
9 ft
loft
(2) 2x4 HF #2
4.25
4.03
3.31
(3) 2x4 HF #2
6.38
6.04
4.96
(4) 2x4 HF #2
8.51
8.05
6.62
(5) 2x4 HF #2
10.6
10.1
8.27
(2) 2x4 HF stud
4.24
3.51
2.93
(3) 2x4 HF stud
6.36
5.26
4.39
(4) 2x4 HF stud
8.49
7.02
5.86
(5) 2x4 HF stud
10.6
8.77
7.32
(2) 2x6 HF #2
6.68
6.68
6.68
(3) 2x6 HF #2
10.0
10.0
10.0
(4) 2x6 HF #2
13.4
13.4
13.4
(5) 2x6 HF #2
16.7
16.7
16.7
(2) 2x6 HF stud
6.68
6.68
6.68
(3) 2x6 HF stud
10.0
10.0
10.0
(4) 2x6 HF stud
13.4
13.4
13.4
(5) 2x6 HF stud
16.7
16.7
16.7
4x4 DF#1
4.96
4.96
4.96
4x6 DF#1
7.80
7.80
7.80
4x4 DF#2
4.96
4.96
4.70
4x6 DF#2
7.80
7.36
6x6 DF#2
12.3
12.3
12.3
Project: E1396 Sheet No: 43 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
NDS 2015 WOOD COLUMN DESIGN: NDS 3.7.1 (Cr) CALCULATION
Column: C2
Member: 6x8 DF#2
Wood Type: S S = Sawn Lumber, E = PSL/LVL Engineered Lumber, G = Glulam Post, P = Pole (Sawn)
Length (L) : 8.0 ft Length of column Ke = 1.00 Effective length factor, pin -pin K = 1.0
Width (B) : 7.5 in Supported column dimension
Depth (D) : 5.5 in Critical column dimension to be checked in calculations
Kf, built up C: 1.0 Built up column factor, Kf, only applies for buckling with respect to Width (B)
For built up columns not supported by a wall, see NDS 15.3.2.4
Kf = 0.60 nailed built up column, Kf = 0.75 bolted built up column
le = 96 in Ke x L, Effective length of column in inches _
le / D = 17.5 < 50 F0__K_1 Slenderness limit for wood columns shall not exceed 50
(Can be 75 for construction) NDS 3.7.1.4
Fc pil
= 600
psi
E
= 1.30
x 106 psi
Emin
= 0.47
x 106 psi
Fc prp (sill)
= 405
psi
Ci (for E=0.95) =
1.00
Ci (for Fc=0.80) =
1.00
Cd =
1.00
Cm (for E) =
1.00
Cm (for Fc) =
1.00
Cm (for Fcprp) =
1.00
NDS Table F1: COVe values
Sawn Lumber: 0.25
E(1-1.645*COVe)(1.03)/1.66 PSL/LVL: 0.11
Glulam: 0.10
COVE = 0.25
Incising factor for E (0.95 for PT)
Incising factor for Fc pll (0.80 for PT)
Load duration factor
Wet service factor for E (See NDS tables 4A-4F) 1.00 for dry
Wet service factor for Fc (See NDS tables 4A-4F) 1.00 for dry
Wet service factor for Fcprp (See NDS tables 4A-4F) 1.00 for dry
E'min
= 0.47
x 106 psi
Fc`
= 600
psi
FcE
= 1281
psi
Cp = 0.88
F'c pll = =psi
F'c prp = 1405 1 psi
Pallow = 16.7 kips
Notes:
Emin x Ci x Cm Adjusted Modulus of Elasticity
Fc pll x Ci x Cd x Cm Adjusted compressive stress
0.822 E'min / (le / D)Z
NDS equation 3.7-1 NDS 3.7.1: c values
Sawn Lumber: 0.80
Cp x Fc* Adjusted parallel to grain stress PSL/LVL: 0.90
Fc prp x Cm (Ci for Pc prp = 1.00) Glulam: 0.90
Rounds/Poles: 0.85
Sill plate crushing controls c = 0.80
L
D
a
Project: E1396 Sheet No: 44 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
DECK 2x WOOD LEDGER CONNECTION DESIGN
Total floor load (psf) = 70 psf x NDS values are derived from Table 11 NDS 1012
Tributary length to ledger (ft) = 4 ft = National Design Specification for Wood Construction
Ledger connection load = 280 Ib/ft SDS values from Simpson Technical Literature
Min spacing SDS = 3", 3/4" edge min, 4" end dist.
(See Simpson C-F-14)
FIG. A: Common Fastener Capacities
Maximum
fastener
spacing (in)
G = 0.43, 1 1/2" side member over 1/2" sheathing into Beam
Fastener
NDS (Ibs)
x
p/1OD
adjust.
x
Cd
=
Allowable
(Ibs)
#8 x 3-1/2" screw
80
x
0.915
x
1.00
=
73
Ibs
3.14
in
#10 x 3-1/2" screw
101
x
0.789
x
1.00
=
80
Ibs
3.42
in
1/4" SDS x 5"
245
x
1.000
x
1.00
=
245
Ibs
10.50
in
#12 x 3-1/2" screw
128
x
0.694
x
1.00
=
89
Ibs
3.81
in
FIG. B: Common Fastener Capacities
*Number of
fasteners per
stud
G = 0.43, 1 1/2" side member over 1/2" sheathing
into 2x wall studs
Fastener
NDS (Ibs)
x
p/1 OD
adjust.
x
Cd
=
Allowable
(Ibs)
12"
O.C.
16"
O.C.
24"
O.C.
#8 x 5" screw
80
x
1.000
x
1.00
=
80
Ibs
4
5
7
#10 x 5" screw
101
x
1.000
x
1.00
=
101
Ibs
3
4
6
1/4" SDS x 5"
190
x
1.000
x
1.00
=
190
Ibs
2
2
3
#12 x 5" screw
128
x
1.000
x
1.00
=
128
Ibs
3
3
5
10d common nail
102
x
0.676
x
1.00
=
69
Ibs
5
6
9
16d sinker nail
102
x
0.845
x
1.00
=
86
Ibs
4
5
7
16d common nail
122
x
0.926
x
1.00
=
113
Ibs
3
4
5
* Number of specified fasteners per vertical 2x wall stud based on wall stud spacing, typically 16" o.c.
2x H F#2
RIM JOIST
2x HF#2 2x HF#2
LEDGER LEDGER
/2-- -4-1FIG. A %"
SHEATHING SHEATHING
0
2x H F#2
STUDS
Project: E1396 Sheet No: 45 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
ROOFLET 2x WOOD LEDGER CONNECTION DESIGN
Total floor load (psf) = 40 psf x NDS values are derived from Table 11 NDS 1012
Tributary length to ledger (ft) = 2 ft = National Design Specification for Wood Construction
Ledger connection load = 80 Ib/ft SDS values from Simpson Technical Literature
Min spacing SDS = 3", 3/4" edge min, 4" end dist.
(See Simpson C-F-14)
FIG. A: Common Fastener Capacities
Maximum
fastener
spacing (in)
G = 0.43, 1 1/2" side member over 1/2" sheathing into 2x rim joist
Fastener
NDS (Ibs)
x
p/1OD
adjust.
x
Cd
=
Allowable
(Ibs)
#8 x 3-1/2" screw
80
x
0.915
x
1.00
=
73
Ibs
10.98
in
#10 x 3-1/2" screw
101
x
0.789
x
1.00
=
80
Ibs
11.96
in
1/4" SDS x 3 1/2"
245
x
0.600
x
1.00
=
147
Ibs
22.05
in
#12 x 3-1/2" screw
128
x
0.694
x
1.00
=
89
Ibs
13.33
in
FIG. B: Common Fastener Capacities
*Number of
fasteners per
stud
G = 0.43, 1 1/2" side member over 1/2" sheathing
into 2x wall studs
Fastener
NDS (Ibs)
x
p/1 OD
adjust.
x
Cd
=
Allowable
(Ibs)
12"
O.C.
16"
O.C.
24"
o.c.
#8 x 5" screw
80
x
1.000
x
1.00
=
80
Ibs
1 1
2
2
#10 x 5" screw
101
x
1.000
x
1.00
=
101
Ibs
1
2
2
1/4" SDS x 5"
190
x
1.000
x
1.00
=
190
Ibs
1
1
1
#12 x 5" screw
128
x
1.000
x
1.00
=
128
Ibs
1
1
2
10d common nail
102
x
0.676
x
1.00
=
69
Ibs
2
2
3
16d sinker nail
102
x
0.845
x
1.00
=
86
Ibs
1
2
2
16d common nail
122
x
0.926
x
1.00
=
113
Ibs
1
1
2
* Number of specified fasteners per vertical 2x wall stud based on wall stud spacing, typically 16" o.c.
2x H F#2
RIM JOIST
2x HF#2 2x HF#2
LEDGER LEDGER
/2-- -4-1FIG. A %"
SHEATHING SHEATHING
0
2x H F#2
STUDS
Project: E1396 Sheet No: 46 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
STUD AND POST WIND DESIGN - PAGE 1/2
Name: TYP
Member: 2x6 HF#2 STUD
Wood Type: S S = Sawn Lumber, E = PSL/LVL Engineered Lumber, G = Glulam Post, P = Pole (Sawn)
Length (L) : 8.0 ft Length of column Ke = 1.00 Effective length factor, pin -pin K = 1.0
Width (B) : 1.5 in Supported column dimension
Depth (D) : 5.5 in Critical column dimension to be checked in calculations
Kf, built up C: 1.0 Built up column factor, Kf, only applies for buckling with respect to Width (B
For built up columns not supported by a wall, see NDS 15.3.2.4
Kf = 0.60 nailed built up column, Kf = 0.75 bolted built up column
le = 96 in Ke x L, Effective length of column in inches
le / D = 17.5 < 50 OK Slenderness limit for wood columns shall not exceed 50
(Can be 75 for construction) NDS 3.7.1.4
Fc pll =
800
psi
compression allowable stress NDS Table F1: COVe values
Fb =
675
psi
bending allowable stress w/ size factor Sawn Lumber:
0.25
E =
1.20
x 106
psi PSL/LVL:
0.11
Emin =
0.44
x 106
psi E(1-1.645*COVe)(1.03)/1.66 Glulam:
0.10
Fc prp (sill) =
405
psi
COVE =
0.25
Ci (E=0.95) =
1.00
Incising factor for E (0.95 for PT)
Ci (Fc,Fb=0.80) =
1.00
Incising factor for Fc pll and Fb (0.80 for PT)
Cd =
1.60
Load duration factor
Cm (for E) =
1.00
Wet service factor for E (See NDS tables 4A-4F) 1.00 for dry
Cm (for Fc) =
1.00
Wet service factor for Fc (See NDS tables 4A-4F) 1.00 for dry
Cm (for Fcprp) =
1.00
Wet service factor for Fcprp (See NDS tables 4A-4F) 1.00 for dry
Cm (for Fb) =
1.00
Wet service factor for Fb (See NDS tables 4A-4F) 1.00 for dry
Cfu (for Fb) =
1.00
Flat use factor for bending
Cr (for Fb) =
1.00
Repetitive member factor for bending
Emin =
0.44
x 106
psi Emin x Ci x Cm Adjusted Modulus of Elasticity
Fc* =
1280
psi
Fc pll x Ci x Cd x Cm Adjusted compressive stress
FcE =
1183
psi
0.822 Emin / (le / D)2 Critical buckling design stress
Cp =
0.7
NDS equation 3.7-1 NDS 3.7.1: c values
F'c prp =
405
psi
Fc prp x Cm (Ci for Pc prp = 1.00) Sawn Lumber:
0.80
Fb' =
1080
psi
PSL/LVL:
0.90
Axial Pallow =
3.3
kips
Sill plate crushing controls Glulam:
0.90
Allowable axial only load Rounds/Poles:
0.85
Shown because sill crushing may control c
S =
7.56 in3
Section Modulus
I =
20.8
in4
Moment of inertia
Allowable Moment = Fb'*S = 681 lb-ft 0.68 k-ft
L
D
Loads: I
I Factored Loads:
C&C Wind =
22.2 psf
unfactored C&C wind pressures
Lateral C&C Wind 0.6W =
17.72
MWFRS Wind =
15.8 psf
unfactored MWFRS wind pressures
Lateral MWFRS Wind 0.6W =
12.61
Snow Load =
406 plf
S = k, unfactored Snow
Lateral MWFRS Wind 0.75(0.6W) =
9.46
Live Load=
452 plf
L = k, unfactored Live
MO.73
Axial D + 0.6W =
0.73
Dead Load =
549 plf
D = k, unfactored Dead
Axial D + 0.75L + 0.75(0.6W) + 0.75S =
W 1.59
set to zero and manually input S, L and D for posts)
ctive area
e
plf
plf
plf
k
Project: E1396 Sheet No: 47 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
STUD AND POST WIND DESIGN - PAGE 2/2
C&C Wind Design Flexural Only Design: Load Case: D + 0.6W
Lateral C&C Wind 0.6W = 17.7 plf
Moment = w12/8 = 142 Ib-ft Allow Moment = Fb'*S =1 681 Ib-ft OK
0.14 k-ft 1 0.68 k-ft
Deflection = 0.046 in (C&C loads multiplied by 0.70 as allowed by IRC deflection table)
L L
F-20-96-1 Allowable Deflection = 180 OK
Reaction for connection =F 71 Ibs, used for design of connection to top and bottom plates
and to check shear if desired (rarely controls wind post design)
Post connection design notes:
Typ IBC (3) 3" x 0.131" end -nail capacity (Doug -Fir) = 3 nails * 1.60 (Cd) * 0.67 (Ceg) * 97 lb/nail = 312 Ibs
Typ IBC (3) 3" x 0.131" end -nail capacity (Hem -Fir) = 3 nails * 1.60 (Cd) * 0.67 (Ceg) * 84 lb/nail = 270 Ibs
270 Ibs * 3 total studs = 810 Ibs OK (use 4 nails per stud)
MWFRS Combined Loading Check Load Case: D + 0.6W
Lateral MWFRS Wind 0.6W = 12.6 plf
Moment = w12/8 = 100.87 Ib-ft 1210.4 lb -in 0.10 k-ft Summary
Axial =D + 0.75L + 0.75(0.6W) + 0.75S = 0.73 k Sill Crushing: OK
Combined loading: OK
fb = 160 psi fc = 88.5 psi Check fc < FcE OK Buckling: OK
84 Fb' = 1080 psi F'c pll = 9 psi Slenderness: OK
bending: 15% %axial: 10%
R = 0.17 NDS3.9-3 Interaction Check R<1.0? OK
(fc/F'c pll)12 + fb / (Fb'*(1-(fc/FcE))
MWFRS Combined Loading Check Load Case: D + 0.75L + 0.75(0.6W) + 0.75S
Lateral MWFRS Wind 0.75(0.6W) = 9.5 plf
Moment = wl2/8 = 75.65 Ib-ft S8_ lb -in 0.08 k-ft Summary
Axial =D + 0.75L + 0.75(0.6W) + 0.75S = k Sill Crushing: OK
Combined loading: OK
fb = 120 psi fc = 192 psi Check fc < FcE OK Buckling: OK
Fb' = 1080 psi F'c pll = LL49 psi Slenderness: OK
bending: 11 % %axial: 23%
R = 0.18 NDS3.9-3 Interaction Check R<1.0? OK
(fc/F'c pll)12 + fb / (Fb'*(1-(fc/FcE))
Misc design or notes:
Project: E1396 Sheet No: 48 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
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Project: E1396 Sheet No: 49 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
FOUNDATION SPREAD FOOTING GRAVITY LOAD CHECK
Wall Line or Location: ISouth Wall Line
Tributary Calculator
Uniform (psf)
Point (plf)
Results
(plf)
LevelHeight
Lant
Wall
Span oLffttft
Tributary
Length ft
D
psf
L
psf
S
psf
D
plf
L
plf
S
plf
From
Left ft
React
%
D
plf
L
plf
S
plf
Total
psf
Running
Total plf
Roof
1.5 29.5 1.5
16.250
19
0
25 0
0 0
0
1.05
309 0
406
715
715.0
3W
8
10
80
80
795.0
3rd
0
19.5
0
9.750
15
40
0
0
0
0
0
1
146
390
0
536
1331.3
2W
8
10
80
80
1411.3
2nd
0
1.33
0
0.665
15
40
0
0
0
0
0
1
9.98
26.6
0
36.6
1447.8
1 W
8
10
80
80
1527.8
1st
0
0
0
0.000
15
40
0
0
0
0
1 0
0
0
0
0
0
1527.8
Totals:1
705 417
406
1
1527.8
Foundation Self Weight (FSW) =1 300 1 plf
Dead load + FSW = 1 005 plf
Dead Load = 1005 plf
Live Load = 417 plf
Snow Load = 406 plf
Total = 1827.8 Of
ASD combinations ASCE 7-10 2.4.1 1 LRFD combinations ASCE 7-10 2.3.2
Combination 2: D + L = 1422 plf Combination 1: 1.4D = 1407 plf
Combination 3: D + S = 1411 plf Combination 2: 1.2D + 1.6L + 0.5S = 2076 plf
Combination 4: D + 0.75 * (L + S) = 1622 plf Combination 3: 1.2D + 1.6S + L = 2273 plf
ASD Controlling Load = 1622 pIf LRFD Controlling Load = 2273 plf
1622 plf, ASD factored design load
Allowable Soil Bearing =1 2500 1 psf
Required Minimum Footing Width = 0.65 ft
7.79 lin
Footing Notes: 8" stemwall w/ 16" Foundation
Project: E1396 Sheet No: 50 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENO11""O 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Footing: F36
Soil Bearing: 2500 psf
Axial Load (P): 16.6 k
Ftg. Weight: 1.35 k
Min Width (B): 2.68 ft
Ftg. Width:
Ftg. Depth:
Rebar Size
# of Rebar:
Mu =
�Mn=
Vu =
0Vc=
3.0 ft
12 in
#4
4
assume uniform pressure on bottom of footing
assume footing is fixed at location of post
analyze 1 ft wide strip of footing as a cantilever
LRFD concrete design
As(min) = 3 f'c(112� b(d) / fy = 0.39 in
As(min) = 200 b(d) / fy = 0.53 in
(4/3 Mu < � Mn) As(min) = N/A in
3.59 k-ft
f'c =
2.5 ksi
As =
0.26 in ok
6.82 k-ft ok
fy =
40 ksi
b =
12 in
4.79 k
0 =
0.90
d =
8.75 in
7.88 k ok
�v =
0.75
Ag =
105 in
P
a
4 d 4
as e
�e
Beam:
Maximum point load on foundation check
Post Load (k): 15.3
( Unfactored Load )
Span (L) ft.
2.3
L = 1/2 of Required Distribution Length
Load (plf):
3333
(Footing Width = 16")
j
Results:
M =
14.0 (k-ft)
,4
Shear
= 12.2 (k)
Soil Bearing Pressure (plf )
POST
A —
0.393
in." 2 d — 21.5
in.
Size of bars = # 4
LOAD
=
0.9
b = 8
in.
Number of bars = 2
fy
40
ksi. fc — 2.5
ksi.
KALiowED) _
As fy [ d -
(1 /2) = 297.3
k-in
= 24.8 k-ft
d
0.85s f cc b
(2) #4 BARS
_°�
-
As (MIN) _
3*(fc(1/2)bd
= 0.645 in. 2 (or)
200*b*d
= 0.860 in./2fy
a
fy
b_
ACI Provision 10.5.3:
1.33 x M < � Mn YES
As min is N/A
Shear for Concrete
—
� Vc — 12900 lbs.
OK
Project: E1396 Sheet No: 51 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
STAIR WALL FOUNDATION THICKENED FOOTING GRAVITY LOAD CHECK
Wall Line or Location: IStair Foundation
Tributary Calculator
Uniform (psf)
Point (plf)
Results
(plf)
Level
LCantWall
pan or
LHe�ightft
Opp
Cant
ft
Tributary
Length ft
D
psf
L
psf
S
psf
D
plf
L
If
S
plf
From
Left ft
React
%
D
plf
L
plf
S
plf
Total
psf
Running
Total plf
Roof
0 0 0 0.000
0
15
0
25 0
0 0
0
0
0 0
0
0
0.0
3W
10
0
0
0.0
3rd
0
0
0
0.000
15
40
0
0
0
0
0
0
0
0
0
0
0.0
2W
0
10
0
0
0.0
2nd
0
28.5
0
14.250
15
40
0
0
0
0
0
1
214
570
0
784
783.8
1 W
8
10
80
80
863.8
1 st
0
0
0
0.000
1 15
1 40
1 0
0
1 0
0
1 0
1 0
0
0
0
0
863.8
Totals:
294 570
0
863.8
Foundation Self Weight (FSW) = 300 plf
Dead load + FSW = 594 plf
Dead Load = 594 plf
Live Load = 570 plf
Snow Load = 0 plf
Total = 1163.8 Of
ASD combinations ASCE 7-10 2.4.1 1 LRFD combinations ASCE 7-10 2.3.2
Combination 2: D + L = 1164 plf Combination 1: 1.4D = 831 plf
Combination 3: D + S = 594 plf Combination 2: 1.2D + 1.6L + 0.5S = 1625 plf
Combination 4: D + 0.75 * (L + S) = 1021 plf Combination 3: 1.2D + 1.6S + L = 1283 plf
ASD Controlling Load = 1164 pIf LRFD Controlling Load = 1625 pIf
1164 plf, ASD factored design load
Allowable Soil Bearing =1 2500 1 psf
Required Minimum Footing Width = 0.47 ft
5.59 lin
Footing Notes: 12" Thickened Slab S12
Project: E1396 Sheet No: 52 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
S"t' ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Footing: S12
Soil Bearing: 2500 psf
Axial Load (P): 1.42 k
Ftg. Weight: 0.15 k
Min Width (B): 0.79 ft
Ftg. Width:
1.0 ft
Ftg. Depth:
12 in
Rebar Size:
# 4
# of Rebar:
2
assume uniform pressure on bottom of footing
assume footing is fixed at location of post
analyze 1 ft wide strip of footing as a cantilever
LRFD concrete design
As(min) = 3 f'c(12� b(d) / fy = 0.39 in
As(min) = 200 b(d) / fy = 0.53 in
(4/3 Mu < � Mn) As(min) = N/A in
Mu =
0.31 k-ft
f'c =
2.5 ksi
As =
0.39 in ok
� Mn =
9.95 k-ft ok
fy =
40 ksi
b =
12 in
Vu =
1.26 k
0.90
d =
8.75 in
� VC =
7.88 k ok
0.75
Ag =
105 in
Footing: F24
Soil Bearing: 2500 psf
Axial Load (P): 7.40 k
Ftg. Weight: 0.60 k
Min Width (B): 1.79 ft
assume uniform pressure on bottom of footing
assume footing is fixed at location of post
analyze 1 ft wide strip of footing as a cantilever
LRFD concrete design
Ftg. Width:
2.0 ft
As(min) = 3 f'c(12) b(d) / fy =
0.39 in
Ftg. Depth:
12 in
As(min) = 200 b(d) / fy =
0.53 in
Rebar Size:
# 4
# of Rebar:
2
(4/3 Mu < � Mn) As(min) =
N/A in
Mu =
1.60 k-ft
f'c = 2.5 ksi As =
0.20 in ok
� Mn =
5.11 k-ft ok
fy = 40 ksi b =
12 in
Vu =
3.20 k
0.90 d =
8.75 in
� VC =
7.88 k ok
0.75 Ag =
105 in
Footing: F30
Soil Bearing: 2500 psf
Axial Load (P): 9.88 k
Ftg. Weight: 0.94 k
Min Width (B): 2.08 ft
Ftg. Width:
2.5 ft
Ftg. Depth:
12 in
Rebar Size:
# 4
# of Rebar:
2
assume uniform pressure on bottom of footing
assume footing is fixed at location of post
analyze 1 ft wide strip of footing as a cantilever
LRFD concrete design
As(min) = 3 f'c(12� b(d) / fy = 0.39 in
As(min) = 200 b(d) / fy = 0.53 in
(4/3 Mu < � Mn) As(min) = N/A in
Mu =
2.16 k-ft
f'c =
2.5 ksi
� Mn =
4.10 k-ft ok
fy =
40 ksi
Vu =
3.46 k
0.90
� VC =
7.88 k ok
0.75
As =
0.16 in ok
b =
12 in
d =
8.75 in
Ag =
105 in
P
P
°
a a °Qa
�B - �B
Project: E1396 Sheet No: 53 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam: Maximum point load on Strip Footing
Post Load (k): 8.41 ( Unfactored Load )
Span (L) ft.
1.26
L = 1/2 of Required Distribution Length
Load (plf):
3333
(Footing
Width =
16")
U CD
Results:
M =
4.2
(k-ft)
a
Shear
=
6.7
(k)
Soil Bearing Pressure (plf )
POST
A —
0.393
in.^2
d —
8.75
in.
Size of bars = # 4
LOAD
=
0.9
b =
16
in.
Number of bars = 2
fy —
40
ksi.
fc —
2.5
ksi.
fy
d
M(A1A,0WFD) _
As fy [ d -
(1/2)
0.85sfc b
— 120.4
k-in
= 10.0 k-ft
a
2 #4 BARS
O
A, (MIN) —
3*(fc(1/2)bd
—
0.525
in. ( or)
200*b*d
0.700 in.^2
fy
fy
�i��i�
b
ACI Provision 10.5.3:
1.33 x
M < � Mn
YES
As min is N/A
Shear for Concrete
—
� Vc
— 10500 lbs.
OK
Project: E1396 Sheet No: 54 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ("111 AL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
nTC Hazards by Location
Search Information
'ddrws
302 61i Are S. Edmonds, WA 96020. USA
Coordinates
47 a0672009999999.-122.37510309999999
Tlmestamp
2019-M-WT23 42.54.5=
MaZard Type
selinrsc
Reference Document:
1EC-2015
R I* i Category
11
Stte Class
0
Repor Tttle
E1396
MAp ResUIts
MCER Horizontal Response Spectrum
sa(g)
lie
1.00
0.510
IOU
0.4c
02C
0.00
00 to 20 30
ct Res ufts
Basic Parameters
A
S«ftle
L
ems\
40 50 6:
1269
MCER ground mown Ipenoo-0 26)
0.l97
MCER ground 'T00n Iper100-106)
:r
1269
S Ito-7*oaMed SOecTai accob ton w3w
0-747
tr1001'1e0 LOKTa� accOl coo raw
'7e
MOM
Numeric sewr4c O"r .aiue at 026 SA
--
0.496
Nuineni: Sow"C X"r ,aiue a'. I Os jA
Design Horizontal Response Spectrum
sa(g)
0 6c
060
040
020
000
- : Period (a) 00 1.0 20 30
40
Project: E1396 Sheet No: 55 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
LATERAL ANALYSIS -THREE STORY STRUCTURE
Site Class: D
SS: 1.27 ( mapped spectral accel. Short period) Fa :P15](
(TABLE 11.4-1 ) SoS = (2/3)Fa SS = 0.85
S, : 0.50 ( mapped spectral accel. 1-sec. period) F TABLE 11.4-2 ) Sp1 = (2/3)F S, = 0.50
Design Method - ASCE 7-10 Simplified Procedure V = (F*Sds/R)*W = 0.156 W
AISC 12.14.8.1 F = 1.2 for three-story buildings
Seismic Force -Resisting System Description
R = 6.5 (ASCE 7-10 Table 12.14-1) Light -framed walls sheathed with wood structural panels
I = 1 1.0 (ASCE 7-10 Table 1.5-2)
Calculating Structure Contributing Seismic Weights:
Diaphragm
Description
Area
psf
W (k)
V (k)
Roof
Roof
2930sf
=
2930
15
43.950
7.079
Solar Ready Zone
600sf
=
600
4
2.400
3rd Floor Walls
1/2*(84.5ft*3+29.5ft*7)*8ft
=
1840
10
18.400
3rd Floor
3rd Floor Walls
1/2*(84.5ft*3+29.5ft*7)*8ft
=
1840
10
18.400
7.581
3rd Floor
2552sf
=
2552
15
38.280
2nd Floor Walls
1/2*(84.5ft*2+29.5ft*5)*8ft
=
1266
10
12.660
2nd Floor
2nd Floor Walls
1/2*(84.5ft*2+29.5ft*5)*8ft
=
1266
10
12.660
6.551
2nd Floor
2340sf
=
2340
15
35.100
Deck
140sf
=
140
10
1.400
1st Floor Walls
1/2*(84.5ft*2.5+29.5ft*7)*6ft
=
1076
10
10.763
Totals =
194.013
21.211
Using allowable stress design load combinations per ASCE 2.4.1
V = 0.7 X 0.156 x 194.013 = 21.211 kips
Note to reviewer: Vertically (gravity) the units are structurally independent per IRC. Since the diaphragms are
to be connected via sheathing, it is not possible that the units are laterally independent. Therefore
laterally the building is designed to act as a single structure.
Project: E1396 Sheet No: 56 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
ASCE 7-10 Chapter 27 Directional Procedure Wind Load Design Procedure: Enclosed Buildings
Velocity Pressure Coefficients, Kh and Kz
Desian Parameters: Table 27.3-1 az = 0.00256 * Kz * Kzt * Kd * V^2 =
V = 110 mph (Figure 26.5-1A)
Exposure: B
Kd = 0.85 ASCE table 26.6-1
Kzt = 1 Topographic factor
RC = 2 1 Risk Category 1.5-2
Velocity is based upon Risk Catergory, and
there is no longer an importance wind factor.
G = 0.85 Gust Factor 6.5.8
Gcpi = 0.18 (+/- figure 6-5)
h = 29 mean roof height (ft, h)
30 snap to nearest table height
qh = 18.4 velocity pressure @ mean roof
roof pitch = 4 rise
Height, z
Exposure
qz
B
C
D
ft
psf
0-15
0.57
0.85
1.03
15.0
20
0.62
0.90
1.08
16.3
25
0.66
0.94
1.12
17.4
30
0.70
0.98
1.16
18.4
40
0.76
1.04
1.22
20.0
50
0.81
1.09
1.27
21.3
60
0.85
1.13
1.31
22.4
70
0.89
1.17
1.34
23.4
80
0.93
1.21
1.38
24.5
90
0.96
1.24
1.40
25.3
100
0.99
1.26
1.43
26.1
i z run q = 1 t$.4s aeg
Main Wind Force Resisting System - Part 1
Figure 27.4-1 (cont'd) F External Pressure Coefficients, C
Enclosed, Partially Enclosed Buildings
Wall Pressure Coefficients. Co
All Heiahts
Walls & Roofs
Use With
Windward Wall
All Values
0.8
qz
Leeward Wall
0-1
-0.5
qh
2
-0.3
>=4
-0.2
Side Wall
All Values
-0.7
ah
Roof Pressure Coefficients, Cp, for use with qh
Wind
Direction
Windward
Leeward
Angle,q(degrees)
Angle,
q(de g')
h/L
10
15
20
25
30
35
45
>60
10
15
>20
Normal to
ridge for q
< 25
-0.70
-0.18
-0.50
0.00
-0.30
0.20
-0.20
0.30
-0.20
0.30
0.00
0.40
0.40
0.18
-0.30
-0.50
-0.60
0.5
-0.90
-0.70
-0.40
-0.30
.20
0.00
-0.50
-0.50
-0.60
>10 deg
-0.18
-0.18
0.00
0.20
30
0.40
0.18>
1.0
-1.30-1.00
-0.70-0.50
]0.20
.20
0.00
-0.70
-0.60
-0.60
0.18
-0.18
-0.18
0.00
20
0.30
0.18
Normal to
ridge for q
<10 deg
and
Parallel to
<.5
Horizontal distance
from windward edge
C p
Value provided for
interpolation
0 to h/2
h/2 to h
h to 2h
-0.90
-0.90
-0.50
-0.18
-0.18
-0.18
Value can be reduced
linearly as follows
Area (sq ft) Reduction
< 100
1
ridge for
all-q-
I
> 2h
-0.30
-0.18
>1 0
0 to h/2
> h/2
-1.30
-0.70
-0.181
-0.18
250
0.9
> 1000
1 0.8
Project: E1396 Sheet No: 57 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
s7RucruRALENGINEFMNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
VIVA
W
81 SI
W
83 SI
W
45 SF
Vx ZONE ELEVATIONS
Not to Scale
h = 0.34 L = 2.86 zone: ( R ) Roof or (W ) Wall zone
L B
B =
L =
29.5
1 84.5
Horizontal dimension of building, in feet, measured perpendicular to wind direction
Horizontal dimension of building, in feet, measured parallel to wind direction
Diaphragm
zone
Windward
Cp
Leeward
Cp
zone
Total Area
Design Wind Pressure, psf
Force
Min. Force
z ft
qz
(sq. ft)
windward
leeward
*total
(kips)
R
0.2
-0.6
30
18.4
53
3.1
-9.4
12.5
0.66
0.42
W
0.8
-0.257
40
20
14
13.6
-4.0
17.6
0.25
0.22
Roof
W
0.8
-0.257
30
18.4
134
12.5
-4.0
16.6
2.22
2.14
W
0.8
-0.257
25
17.4
81
11.8
-4.0
15.8
1.28
1.30
-
I
-
I -
1 0.0
0.00
0.00
Compare Min w/ calculated:
Total Area =
282
Roof Total Wind Force (kips)
4.41
4.09
W
0.8
-0.257
1 25
117.4
83
11.8
-4.0
15.8
1.31
1.33
3rd Floor
W
0.8
-0.257
20
16.3
161
11.1
-4.0
15.1
2.44
2.58
W
0.8
-0.257
15
1 15
45
10.2
-4.0
14.2
0.64
0.72
Compare Min w/ calculated:
Total Area =
289
3rd Floor Total Wind Force (kips)
4.39
4.62
W
0.8
-0.257
15
15
280
10.2
-4.0
14.2
3.98
4.48
2nd Floor
-
-
-
0.0
0.00
0.00
-
-
-
0.0
0.00
0.00
Compare Min w/ calculated:
Total Area =
280
2nd Floor Total Wind Force (kips)
3.98
4.48
Windward Design Pressure = gGCp - gi(Gcpi)
q = qz, velocity pressure @ wall height
851 Total Wind Force:
Factored Force (0.6*W):
13.19
7.92
Leeward (and all roof) Design Pressure = gGCp - gi(Gcpi) Min. Wind Pressure Controls? : YES
q = qh, velocity pressure @ mean roof height
Note: Internal pressures cancel each other out per Table 26.11-1 note 3.
Combine loads per ASCE Figure 27.4-1
*total roof pressures are projected onto vertical surface of structure
Project: E1396 Sheet No: 58 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
187
W
209 S
Vy ZONE ELEVATIONS
Not to Scale
h = 0.98 L = 0.35 zone: ( R ) Roof or (W ) Wall zone
L B
B =
L =
84.5
1 29.5
Horizontal dimension of building, in feet, measured perpendicular to wind direction
Horizontal dimension of building, in feet, measured parallel to wind direction
Diaphragm
zone
Windward
Cp
Leeward
Cp
zone
Total Area
Design Wind Pressure, psf
Force
Min. Force
z ft
qz
(sq. ft)
windward
leeward
*total
(kips)
R
0
-0.6
30
18.4
438
0.0
-9.4
9.4
4.12
3.50
W
0.8
-0.5
30
18.4
187
12.5
-7.8
20.4
3.81
2.99
Roof
W
0.8
-0.5
25
17.4
209
11.8
-7.8
19.6
4.11
3.34
-
-
-
0.0
0.00
0.00
-
-
-
i 0.0
0.00
0.00
Compare Min w/ calculated:
Total Area =
834
Roof Total Wind Force (kips)
12.03
9.84
W
0.8
-0.5
1 25
117.4
215
11.8
1 -7.8
1 19.6
4.22
3.44
3rd Floor
W
0.8
-0.5
20
16.3
1
424
11.1
-7.8
18.9
8.03
6.78
W
0.8
-0.5
15
15
124
10.2
-7.8
18.0
2.24
1.98
Compare Min w/ calculated:
Total Area =
763
3rd Floor Total Wind Force (kips)
14.49
12.21
W
0.8
-0.5
15
15
762
10.2
1 -7.8
1 18.0
13.75
12.19
2nd Floor
-
-
-
0.0
0.00
0.00
-
-
-
0.0
0.00
0.00
Compare Min w/ calculated:
Total Area =
762
2nd Floor Total Wind Force (kips)
13.75
12.19
Windward Design Pressure = gGCp - gi(Gcpi)
q = qz, velocity pressure @ wall height
2359 Total Wind Force:
Factored Force (0.6*W):
40.27
24.16
Leeward (and all roof) Design Pressure = gGCp - gi(Gcpi) Min. Wind Pressure Controls? : NO
q = qh, velocity pressure @ mean roof height
Note: Internal pressures cancel each other out per Table 26.11-1 note 3.
Combine loads per ASCE Figure 27.4-1
*total roof pressures are projected onto vertical surface of structure
Project: E1396 Sheet No: 59 2/21/2020
Equilibria
Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING
9999 Harbour Place Suite 107
email@equilibria-engineering.com
Mukilteo, WA 98275
Phone: (360) 386-9476
Summary (Loads are factored per ASCE 2.4.1)
Direction
*R&R
Seismic
Wind
Vx
1.00
21.211
kips
7.915
kips
Vy
1.30
27.575
kips
24.160
kips
*Seismic reliability and redundancy factor
3rd Floor Shear Walls: (diaphragm above 3rd floor shear walls)
3rd Floor Seismic
3rd Floor Wind
Seismic VEX = 7.079 kips = 240.0 plf Wind Vwx =
2.453
kips = 83.1 plf
29.50 ft
29.50
ft
Seismic VEy = 9.203 kips = 108.9 plf Wind Vwy =
7.219
kips = 85.4 plf
84.50 ft
84.50
ft
2nd Floor Shear Walls: (diaphragm above 2nd floor shear walls)
2nd Floor Seismic
2nd Floor Wind
Seismic VEX = 7.581 kips = 257.0 plf Wind Vwx =
2.774
kips = 94.0 plf
29.50 ft
29.50
ft
Seismic VEy = 9.855 kips = 116.6 plf Wind Vwy =
8.694
kips = 102.9 plf
84.50 ft
84.50
ft
1st Floor Shear Walls: (diaphragm above 1st floor shear walls)
1st Floor Seismic
1st Floor Wind
Seismic VEX = 6.551 kips =
29.50 ft
Seismic VEy = 8.517 kips =
84.50 ft
2 2-2—. 1-1 p I f
100.8 plf
Totals
Seismic VEX = 21.211 kips
Seismic VEy = 27.575 kips
Wind Vwx = 2.688 kips = 91.1 plf
29.50 ft
Wind Vwy = 8.247 kips = 97.6 plf
84.50 ft
Totals
Wind Vwx = 7.915 kips
Wind Vwy = 24.160 kips
Project: E1396 Sheet No: 60 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
1.3
L------L-----J
L----- L - - - - - J
THIRD FLOOR SHEAR WALLS
Not to Scale
--
� = _ li A.3
L-----J-
Project: E1396 Sheet No: 61 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 AL ENGINEIRING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
,.2
2.2
3.2
4.2
1
1
1 1
1.2
2.2
3.2
SECOND FLOOR SHEAR WALLS
Not to Scale
4.2
A.2
B.2
Project: E1396 Sheet No: 62 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ("111 AL ENGINEIRING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
A.1
B.1
n
2.1
3.1
4.1
t 1 t
0
1 1 1 1
I✓
FIRST FLOOR SHEAR WALLS
Not to Scale
A.1
Project: E1396 Sheet No: 63 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
3-Story Shear Wall Design
Page 1/3
Wal s
Wall
Height (ft)
Min Wall
Length
3.5:1 (ft)
Shear
Tributary
Len th (ft)
Seismic
Diaph
Shear (plf)
Wind
Diaph
Shear (pif)
ASD
Seismic
Shear (k)
ASD
Wind
Shear (k)
Diaph
Dead Load
(psf)
Wall Dead
Load (psf)
A.3
A.2
A.1
Roof Diaphragm
8.00
2.286
14.75
240.0
83.1
3.540
1.226
15
10
2nd Floor
8.00
2.286
14.75
257.0
94.0
3.790
1.387
15
10
1st Floor
8.00
2.286
14.75
222.1
91.1
3.276
1.344
15
10
Direction
X
I
Totall
10.606
3.958
Dead Load Factor (ASD)
Seismic Load Factor (ASD)
Tension Neglect:
Cd (Deflection Amplification):
Typical Chord Post Area:
End Post Modulus of Elasticity:
0.6
Overturning resistance
Deflection and OS cells (to account for R&R use 0.70*1.3 = 0.91)
kips Shear Wall Properties
ASCE table 12.2-1 SW 11 SW21 SW31 SW41 SW51 SW61 SW7
Capacities 150 350 456 595 707 911 1190
I psi Ga (OSB) 15 22 28 42 44 56 1 84
0.7
0.25
4
16.502
1.60E+06
Roof Diaphragm Shear Walls Grid A.3
Manual VE adjustment = kips Manual Vw adjustment J�kips Total Wall Length = 22 ft
VE Seismic Shear E = 3.54 kin,_ (ASD) Vw Wind Shear W kioS (ASD) Averaae Shear = 161 nlf
A.3
Grid Line
A.3 . 1
A.3 .2
A.3 .3
A.3 .4
A.3 . 5 A.3 .6 A.3 .7 A.3 .8
Single Wall
Wall Length (ft)
8
9
5
Wall Height (ft)
8
8
8
SW Designation
SW2
SW2
SW2
Nom. Capacity (plf)
350
350
350
*2w/h
1.000
1.000
1.000
Red. Capacity (k)
2.800
3.150
1.750
Shear Distrib (%)
0.364
0.409
0.227
V, Shear (plf) E
160.9
160.9
160.9
V, Shear (plf) W
55.7
55.7
55.7
Vmax, Shear (plf)
160.9
160.9
160.9
Reduced Cap (plf)
350.0
350.0
350.0
OTM (k-ft) E
10.30
11.58
6.44
OTM (k-ft) W
3.57
4.01
2.23
OTMmax (k-ft)
10.30
11.58
6.44
OS Comb Couple (k) E
1.84
1.84
1.84
OTM Couple (k) E
1.29
1.29
1.29
OTM Couple (k) W
0.45
0.45
0.45
Trib DL Length (ft)
16.00
16.00
10.00
Resist Force (k)
2.560
2.880
1.150
RM ASD (k-ft)
6.144
7.776
1.725
T (k) E
0.519
0.423
0.942
T (k) W
Tmax (k)
0.519
0.423
0.942
dh
Hold Down
MSTC28
MSTC28
MSTC28
MSTC66133
-
-
-
-
Da, Anchor Slip (in)
0.125
0.125
0.125
End Post Area (in2)
16.50
16.50
16.50
6 (in) E
0.213
0.199
0.291
Cd*6 (in) E
0.852
0.795
1.163
Cd*8 / hsx E
0.009
0.008
0.012
Wall Rigidity R
5.784
6.518
3.585
*For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Total Capacity: 7.700 kips
Capacity > Demand?l OK
Project: E1396 Sheet No: 64 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam Overstren th Calculations
Beam: 1 HD1
Applicable ASCE load combinations ASCE 12.14.3.2:
Case 5: (1.0 + 0.14Sds)D + 1.75Qe
Case 6b: (1.0 + 0.105Sds)D + 1.313Qe + 0.75L + 0.75S
Case 8 w/ O.S.: (0.6 - 0.14Sds)D + 1.75 Qe
Case 8 w/ no O.S.: (0.6 - 0.14Sds)D + 0.70 Qe
Beam:
Span:
8 ft
Qe = Seismic Load / 0.7
Overstrength factor = 2.5
OS HD1 L+S Uniform Loads
Member: 3 1/2" x 11 7/8" PSL
E psi
2.00E+06
in^4
490
A inA2
41.6
Results
M allow =
19.90
(k-ft)
M max =
6.85
(k-ft)
R1 =
2.72
(k)
R2 =
3.57
(k)
v max =
129
(psi)
Deflect. =
=
0.079
I
(in)
IL 10
Beam: OS HD1 D
Span: 8 ft
Member: 3 1/2" x 11 7/8" PSL
E psi
2.00E+06
in^4
490
A inA2
41.6
Results
M allow =
19.90
(k-ft)
M max =
4.13
(k-ft)
R1 =
1.65
(k)
R2 =
2.14
(k)
v max =
77
(psi)
Deflect. =
0.048
(in)
=
L
2019
Project: E1396
start end (ft)
0 5.5
5.5 8
x = 4 (ft)
M @ x = 6.56 (k-ft)
V @ x = 0.56 (k)
Loading Diagram: OS HD1 L+S
2000
a 1500
1000
O
:3 500
0
0 1 2 3
Uniform Loads
start end (ft)
0 5.5
5.5 8
x = 4 (ft)
M @ x = 3.96 (k-ft)
V @ x = 0.33 (k)
Loading Diagram: OS HD1 D
1000
Q
0 500
0
Sds: 0.85 R&R: 1.00
Dead Load Factors:
1.12 D
1.09 D
0.48 D
0.48 D
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
542 542 5.5 1.61
681 681
4 5 6 7 8
Magnitude(plf)
start end (plf)
330 330
403 403
0 1 2 3 4
Sheet No: 65
Point Loads
distance(ft)
5.5
2000
1500
1000
0
500
a
0
Magnitude(k)
0.97
1500
1000
0
500
a
0
5 6 7 8
2/21 /2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Load: E (unfactored - 0.7 divided out to get unfactored load)
Span (L) ft. 8
W1 (plf) 0 P1 P2 P3 P4
W2 (plf) 0 W1 W2 W1
P1 (k): 1.98 a (ft): 3.33
P2 (k): b (ft):
P3 (k): c (ft):
P4 (k): d (ft):
Negative values indicate uplift
Results:
M = 3.85 (k-ft)
a
b
c
d
R1 L R2
R1 = 1.16 (k) Are = N/A (in)
R2 = 0.82 (k)
= L
N/A
Results:
Live and Snow
Dead Load
Seismic
Case 5:
Case 6b:
Case 8:
Moment:
6.85
4.13
3.85
11.36
14.69
-4.75
Uplift w/ O.S.
2.72
1.65
-1.16
-0.18
2.31
-1.24
Uplift no O.S.
2.72
1.65
-1.16
-
-
-0.02
Reaction:
3.57
2.14
1.16
4.42
6.53
3.06
Min DL case
Beam Check:
Member:
3 1/2" x 11 7/8" PSL
E psi
2.00E+06
in^4
490
A inA2
41.6
Ma k-ft
19.9
Va psi
290 (allowable shear stress)
*M allow = 31.84 (k-ft) Maximum Moment = 14.69 k-ft Minimum Moment = -4.75 k-ft
**V allow =1 12.87 (k) Maximum Shear = 6.53 k Minimum Shear = 1.24 Ik
*Cd = 1.6
*2/3*Vallow*Area/1000
Positive Load Path to Foundation:
Maximum Uplift = -0.02 k Anchorage design load (ASD)
Load path design:
No Cap Required
Project: E1396 Sheet No: 66 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam Overstren th Calculations
Beam: 1 HD6
Applicable ASCE load combinations ASCE 12.14.3.2:
Case 5: (1.0 + 0.14Sds)D + 1.75Qe
Case 6b: (1.0 + 0.105Sds)D + 1.313Qe + 0.75L + 0.75S
Case 8 w/ O.S.: (0.6 - 0.14Sds)D + 1.75 Qe
Case 8 w/ no O.S.: (0.6 - 0.14Sds)D + 0.70 Qe
Qe = Seismic Load / 0.7
Overstrength factor = 2.5
Sds: 0.85 R&R: 1.00
Dead Load Factors:
1.12 D
1.09 D
0.48 D
0.48 D
Beam:
OS HD6 L+S
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
8 ft
start end (ft)
start end (plf)
distance(ft)
0 8
542 542
Member:
5 1/8" x 7 1/2" 24F V4 GLB
E psi
1.80E+06
x =
4 (ft)
inA4
180
M @ x =
4.33 (k-ft)
A inA2
38.4
V @ x =
0 (k)
Results
M allow =
9.60
(k-ft)
Loading Diagram: OS HD6 L+S
M max =
4.33
(k-ft)
1500
1
R1 =
2.17
(k)
Q
0.8
R2 =
2.17
(k)
l000
0.6
v max =
84
(psi)
0 soo
0.4 0
o z J
Deflect. =
0.154
(in)
0
a
0
=
L
0 1
2
3 4
5 6
7 8
622
Beam:
OS HD6 D
Uniform Loads
Magnitude(plf)
Point Loads
Magnitude(k)
Span:
8 ft
start end (ft)
start end (plf)
distance(ft)
0 8
330 330
Member:
5 1/8" x 7 1/2" 24F V4 GLB
E psi
1.80E+06
x =
4 (ft)
inA4
180
M @ x =
2.64 (k-ft)
A inA2
38.4
V @ x =
0 (k)
Results
M allow =
9.60
(k-ft)
Loading Diagram: OS HD6 D
M max =
2.64
(k-ft)
1
R1 =
1.32
(k)
800
600
0.8
0.6
R2 =
1.32
(k)
v max =
51
(psi)
0 400
:3 200
0.4 0
0.2 a
Deflect. =
0.094
(in)
0
0
=
L
0
1
2 3
4
5 6
7 8
1021
Project:
E1396
Sheet No: 67
2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Load: E (unfactored - 0.7 divided out to get unfactored load)
Span (L) ft. 8
W1 (plf) 0 P1 P2 P3 P4
W2 (plf) 0 W1 W2 W1
P1 (k): 1.98 a (ft): 1.75
P2 (k): b (ft):
P3 (k): c (ft):
P4 (k): d (ft):
Negative values indicate uplift
Results:
M = 2.71 (k-ft)
a
b
c
d
R1 L R2
R1 = 1.55 (k) Are = N/A (in)
R2 = 0.43 (k)
= L
N/A
Results:
Live and Snow
Dead Load
Seismic
Case 5:
Case 6b:
Case 8:
Moment:
4.33
2.64
2.71
7.69
9.68
-3.46
Uplift w/ O.S.
2.17
1.32
-1.55
-1.24
1.03
-2.08
Uplift no O.S.
2.17
1.32
-1.55
-
-
-0.45
Reaction:
2.17
1.32
1.55
4.19
5.10
3.35
Min DL case
Beam Check:
Member:
5 1/8" x 7 1/2" 24F V4 GLB
E psi
1.80E+06
in^4
180
A inA2
38.4
Ma k-ft
9.6
Va psi
265 (allowable shear stress)
*M allow = 15.36 (k-ft)
Maximum Moment = 9.68 k-ft Minimum Moment =
k-ft
**V allow =1 10.85 (k)
Maximum Shear = 5.10 k Minimum Shear =
-3.46
2.08 k
*Cd = 1.6
*2/3*Vallow*Area/1000
Positive Load Path to Foundation:
Maximum Uplift = 7.45 k Anchorage design load (ASD)
Load path design:
Simpson EPC6Z cap = 1435 Ibs of seismic uplift capacity
Project: E1396 Sheet No: 68 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
2nd Floor Shear Walls Grid A.2 Page 2/3
Manual VE adjustment =
kips Manual Vw adjustment =
kips Total Wall Length = 22.2 ft
3.54
1.23
VE from above =
kips Vw from above =
kips Average Shear = 331 1 plf
VE Seismic Shear E =
3.79
kips Vw Wind Shear W =
1.39
kips
Total VE Seismic Shear E =
7.33
kips Total Vw Wind Shear W =
2.61
kips
A.2
Grid Line
A.2 . 1 1 A.2 . 2 A.2 . 3
A.2 . 4 A.2 . 5
A.2 . 6
A.2 . 7
1 A.2 . 8
Single Wall
Wall Length (ft)
3.29
3.29
9
3.29
8
3.29
Wall Height (ft)
8
8
8
8
SW Designation
SW3
SW3
SW3
SW3
SW3
Nom. Capacity (plf)
456
456
456
456
456
**2w/h
0.823
0.823
1.000
0.823
0.823
Red. Capacity (k)
1.234
1.234
4.104
1.234
1.234
Shear Distrib (%)
0.137
0.137
0.454
0.137
0.137
V, Shear (plf) E
304.1
304.1
369.8
304.1
304.1
V, Shear (plf) W
108.4
108.4
131.8
108.4
108.4
Vmax, Shear (plf)
304.1
304.1
369.8
304.1
304.1
Reduced Cap (plf)
375.1
375.1
456.0
375.1
375.1
OTM (k-ft) E
8.00
8.00
26.62
8.00
8.00
OTM (k-ft) W
2.85
2.85
9.49
2.85
2.85
OTMmax (k-ft)
8.00
8.00
26.62
8.00
8.00
OTM Couple (k) E
2.43
2.43
2.96
2.43
2.43
OTM Couple (k) W
0.87
0.87
1.05
0.87
0.87
OS Comb Couple (k) E
3.48
5.31
6.06
5.31
3.48
E
8.00
18.30
38.21
14.44
8.00
Vl (k-ft) W
2.85
6.42
13.51
5.08
2.85
(k-ft)
8.00
18.30
38.21
14.44
8.00
ime-u T (k) E
2.265
5.079
2.922
3.994
2.265
'ned T (k) W
0.700
1.468
1.150
0.700
+ Tmax (k)
2.265
5.079
2.922
3.994
2.265
Trib DL Length (ft)
6.00
6.00
6.00
6.00
6.00
Resist Force (k)
0.559
1.612
4.410
1.316
0.559
RM ASD (k-ft)
0.552
1.591
11.907
1.299
0.552
Total T (k) E
2.265
3.236
2.922
3.325
2.265
Total T (k) W
0.700
0.830
0.919
0.700
Total Tmax (k)]
2.265
3.236
2.922
3.325
2.265
Hold Dowr4
MSTC40
MSTC52
MSTC52
MSTC52
MSTC40
-
-
-
-
oa, Anchor Slip (in)
0.125
0.125
0.125
0.125
0.125
End Post Area (in2)
16.50
16.50
16.50
16.50
16.50
6 (in) E
0.449
0.449
w 0.271
0.449
0.449
Cd*6 (in) E
1.794
1.794
1.085
1.794
1.794
Cd*6 / hsx El
0.019
0.019
0.011
0.019
0.019
Wall Rigidity R1
2.468
2.468
6.907
2.468 2.468
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 9.040 kips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand? OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 69 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
1st Floor Shear Walls Grid A.1 Page 3/3
Manual VE adjustment =
VE from above =
VE Seismic Shear E =
Total VE Seismic Shear E =
kips Manual Vw adjustment =
kips Vw from above =
kips Vw Wind Shear W =
kips Total Vw Wind Shear W =
kips Total Wall Length = 35.1 ft
kips Average Shear = 302 1 plf
kips
kips
7.33
3.28
10.61
2.61
1.34
3.96
A.1
Grid Line
A.1 . 1 A.1 . 2
A.1 . 3
A.1 . 4 A.1 . 5
A.1 . 6
A.1 . 7
A.1 . 8
Single Wall
Wall Length (ft)
10.29
3.29
9
3.29
8
9.21
Wall Height (ft)
8
8
8
8
SW Designation
SW2
SW2
SW2
SW2
SW2
Nom. Capacity (plf)
350
350
350
50
350
**2w/h
1.000
0.823
1.000
0.823
1.000
Red. Capacity (k)
3.602
0.947
3.150
0.947
3.224
Shear Distrib (%)
0.303
0.080
0.265
0.080
0.272
V, Shear (plf) E
312.7
257.2
312.7
257.2
312.7
V, Shear (plf) W
116.7
96.0
116.7
96.0
116.7
Vmax, Shear (plf)
312.7
257.2
312.7
257.2
312.7
Reduced Cap (plf)
350.0
287.9
350.0
287.9
350.0
OTM (k-ft) E
25.74
6.77
22.52
6.77
23.04
OTM (k-ft) W
9.61
2.53
8.40
2.53
8.60
OTMmax (k-ft)
25.74
6.77
22.52
6.77
23.04
OTM Couple (k) E
2.50
2.06
2.50
2.06
2.50
OTM Couple (k) W
0.93
0.77
0.93
0.77
0.93
OS Comb Couple (k) E
7.05
8.25
9.64
8.25
7.05
E
33.75
25.07
60.72
21.21
31.05
Vl (k-ft) W
12.46
8.95
21.91
7.61
11.45
(k-ft)
33.75
25.07
60.72
21.21
31.05
ime-u T (k) E
2.323
6.999
5.046
5.914
2.514
'ned T (k) W
0.254
2.098
0.733
1.780
0.387
+ Tmax (k)
2.323
6.999
5.046
5.914
2.514
Trib DL Length (ft)
4.00
4.00
4.00
4.00
4.00
Resist Force (k)
3.190
2.073
5.670
1.777
2.855
RM ASD (k-ft)
9.847
2.046
15.309
1.754
7.889
Total T (k) E
3.978
5.156
5.046
5.245
4.078
Total T (k) W
0.844
1.460
0.733
1.548
0.945
Total Tmax (k)
3.978
5.156
5.046
5.245
4.078
Hold Down
HDU5
HDU5
HDU5
HDU5
HDU5
-
-
-
-
oa, Anchor Slip (in)
0.125
0.125
0.125
0.125
0.125
End Post Area (in2)
16.50
16.50
16.50
16.50
16.50
6 (in) E
0.266 or
0.455
w 0.281
0.455
0.279 or
11
Cd*6 (in) E
1.066
1.820
1.125
1.820
1.114
Cd*6 / hsx E
0.011
0.019
0.012
0.019
0.012
Wall Rigidity R
7.463
2.332
6.518
2.332 6.672
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 11.869 Ikips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand? OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 70 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
STRUC URALENGINEEWNG 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
3-Story Shear Wall Design
Page 1/3
Walls
Wall
Height (ft)
Min Wall
Length
3.5:1 (ft)
Shear
Tributary
Len th (ft)
Seismic
Diaph
Shear (plf)
Wind
Diaph
Shear (pif)
ASD
Seismic
Shear (k)
ASD
Wind
Shear (k)
Diaph
Dead Load
(psf)
Wall Dead
Load (psf)
B.3=B2.1
Roof Diaphragm
8.00
2.286
14.75
240.0
83.1
3.540
1.226
15
10
2nd Floor
8.00
2.286
14.75
257.0
94.0
3.790
1.387
15
10
1st Floor
8.00
2.286
14.75
222.1
91.1
3.276
1.344
15
10
Direction
X
I
Totall
10.606
3.958
Dead Load Factor (ASD)
Seismic Load Factor (ASD)
Tension Neglect:
Cd (Deflection Amplification):
Typical Chord Post Area:
End Post Modulus of Elasticity:
0.6
Overturning resistance
Deflection and OS cells (to account for R&R use 0.70*1.3 = 0.91)
kips Shear Wall Properties
ASCE table 12.2-1 SW 11 SW21 SW31 SW41 SW51 SW61 SW7
Capacities 150 350 456 595 707 911 1190
I psi Ga (OSB) 15 22 28 42 44 56 1 84
0.7
0.25
4
16.502
1.60E+06
Roof Diaphragm Shear Walls Grid B.3
Manual VE adjustment = kips Manual Vw adjustment J�kips Total Wall Length = 29.9 ft
VE Seismic Shear E = 3.54 kin,, (ASD) Vw Wind Shear W kioS (ASD) Averaae Shear = 1 118 1 nlf
B.3
Grid Line
B.3 . 1
B.3 .2
B.3 .3
B.3 .4
B.3 . 5
B.3 . 6 B.3 . 7 B.3 . 8
Single Wall
Wall Length (ft)
7.75
12.625
9.5
Wall Height (ft)
8
8
8
SW Designation
SW1
SW1
SW1
Nom. Capacity (plf)
150
150
150
*2w/h
1.000
1.000
1.000
Red. Capacity (k)
1.163
1.894
1.425
Shear Distrib (%)
0.259
0.423
0.318
V, Shear (plf) E
118.5
118.5
118.5
V, Shear (plf) W
41.1
41.1
41.1
Vmax, Shear (plf)
118.5
118.5
118.5
Reduced Cap (plf)
150.0
150.0
150.0
OTM (k-ft) E
7.35
11.97
9.00
OTM (k-ft) W
2.55
4.15
3.12
OTMmax (k-ft)
7.35
11.97
9.00
OS Comb Couple (k) E
1.35
1.35
1.35
OTM Couple (k) E
0.95
0.95
0.95
OTM Couple (k) W
0.33
0.33
0.33
Trib DL Length (ft)
15.25
15.00
15.00
Resist Force (k)
2.393
3.851
2.898
RM ASD (k-ft)
5.563
14.584
8.258
T (k) E
T (k) W
Tmax (k)
Hold Down
-
-
-
-
-
Da, Anchor Slip (in)
0.125
0.125
0.125
End Post Area (in2)
16.50
16.50
16.50
6 (in) E
0.223
0.172
0.198
Cd*6 (in) E
0.891
0.686
0.793
Cd*8 / hsx E
0.009
0.007
0.008
Wall Rigidity R
4.989
8.168
6.130
*For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Total Capacity: 4.481 kips
Capacity > Demand?l OK
Project: E1396 Sheet No: 71 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
2nd Floor Shear Walls Grid B.2 Page 2/3
Manual VE adjustment =
kips Manual Vw adjustment =
kips Total Wall Length = 24.7 ft
3.54
1.23
VE from above =
kips Vw from above =
kips Average Shear = 297 1 plf
VE Seismic Shear E =
3.79
kips Vw Wind Shear W =
1.39
kips
Total VE Seismic Shear E =
7.33
kips Total Vw Wind Shear W =
2.61
kips
B.2
Grid Line
B.2 . 1 1 B.2 . 2 1 B.2 .3
B.2 . 4
B.2 . 5
B.2 . 6
B.2 . 7 B.2 . 8
Single Wall
Wall Length (ft)
7.58
7.58
9.5
Wall Height (ft)
8
8
8
SW Designation
SW2
SW2
SW2
Nom. Capacity (plf)
350
350
350
**2w/h
1.000
1.000
1.000
Red. Capacity (k)
2.653
2.653
3.325
Shear Distrib (%)
0.307
0.307
0.385
V, Shear (plf) E
297.2
297.2
297.2
V, Shear (plf) W
106.0
106.0
106.0
Vmax, Shear (plf)
297.2
297.2
297.2
Reduced Cap (plf)
350.0
350.0
350.0
OTM (k-ft) E
18.02
18.02
22.59
OTM (k-ft) W
6.43
6.43
8.05
OTMmax (k-ft)
18.02
18.02
22.59
OTM Couple (k) E
2.38
2.38
2.38
OTM Couple (k) W
0.85
0.85
0.85
OS Comb Couple (k) E
4.75
4.75
4.75
E
25.37
29.99
31.59
Vl (k-ft) W
8.97
10.57
11.17
(k-ft)
25.37
29.99
31.59
auiea T (k) E
2.327
2.945
2.058
-ned T (k) W
0.383
' Tmax (k)
2.327
2.945
2.058
Trib DL Length (ft)
4.00
4.00
4.00
Resist Force (k)
3.402
3.373
4.228
RM ASD (k-ft)
7.735
7.670
12.048
Total T (k) E
2.305
2.314
2.058
Total T (k) W
Total Tmax (k)
2.305
2.314
2.058
Hold Dow4
MSTC40
MSTC40
MSTC40
-
-
-
-
-
-
oa, Anchor Slip (in)
0.125
0.125
0.125
End Post Area (in2)
16.50
16.50
16.50
S (in) E
0.295 9r
0.295
w 0.267
Cd*8 (in) E
1.180
1.180
1.066
Cd*S / hsx E
0.012
0.012
0.011
Wall Rigidity R
5.476
5.476
6.884
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 8.631 kips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand? OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 72 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
1st Floor Shear Walls Grid B.1 Page 3/3
Manual VE adjustment = kips Manual Vw adjustment = kips Total Wall Length = 33.9 ft
VE from above = 7.33 kips Vw from above = 2.61 kips Average Shear = 313 plf
VE Seismic Shear E = 3.28 kips Vw Wind Shear W = 1.34 kips
Total VE Seismic Shear E = 10.61 kips Total Vw Wind Shear W = 3.96 kips
BA
Grid Line
B.1 . 1 M
B.1 . 2 1 B.1 .3
B.1 . 4
B.1 . 5
B.1 . 6
B.1 . 7 1 B.1 . 8
Single Wall
Wall Length (ft)
7.58
7.58
8
18.75
2.5
Wall Height (ft)
8
SW Designation
SW2
SW2
SW2
Nom. Capacity (plf)
350
350
350
**2w/h
1.000
1.000
1.000
Red. Capacity (k)
2.653
2.653
6.563
Shear Distrib (%)
0.224
0.224
0.553
V, Shear (plf) E
312.8
312.8
312.8
V, Shear (plf) W
116.7
116.7
116.7
Vmax, Shear (plf)
312.8
312.8
312.8
Reduced Cap (plf)
350.0
350.0
350.0
OTM (k-ft) E
18.97
18.97
14.66
OTM (k-ft) W
7.08
7.08
5.47
OTMmax (k-ft)
18.97
18.97
14.66
OTM Couple (k) E
2.50
2.50
0.78
OTM Couple (k) W
0.93
0.93
0.29
OS Comb Couple (k) E
8.33
8.33
5.87
E
44.34
48.96
46.26
Vl (k-ft) W
16.05
17.65
16.65
(k-ft)
44.34
48.96
46.26
auiea T (k) E
4.510
5.128
-ned T (k) W
0.779
0.998
' Tmax (k)
4.510
5.128
Trib DL Length (ft)
4.00
4.00
4.00
Resist Force (k)
4.463
4.434
9.938
RM ASD (k-ft)
10.148
10.084
55.898
Total T (k) E
4.489
4.498
1.126
Total T (k) W
0.771
0.780
Total Tmax (k)
4.489
4.498
1.126
Hold Down
HDU5
HDU5
STHD14
-
-
-
-
-
-
oa, Anchor Slip (in)
0.125
0.125
0.125
End Post Area (in2)
16.50
16.50
16.50
S (in) E
0.304 9r
0.304
wo 0.068
Cd*8 (in) E
1.214
1.214
0.270
Cd*S / hsx E
0.013
0.013
0.009
Wall Rigidity R
5.476
5.476
43.974
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 11.869 kips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand? OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 73 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
3-Story Shear Wall Design
I
Page 1/3
Walls
Wall
Height (ft)
Min Wall
Length
3.5:1 (ft)
Shear
Tributary
Length (ft)
Seismic
Diaph
Shear (pif)
Wind
Diaph
Shear (plf)
ASD
Seismic
Shear (k)
ASD
Wind
Shear (k)
Diaph
Dead Load
(psf)
Wall Dead
Load (psf)
1.3
1.2
1.1
Roof Diaphragm
10.00
8.00
8.00
2.857
2.286
2.286
14.10
108.9
85.4
1.536
1.644
1.421
1.205
1.451
1.376
15
15
15
10
10
2nd Floor
14.10
116.6
102.9
1st Floor
14.10
100.8
97.6
10
Direction
Y
Tot'all
4.601
4.031
Dead Load Factor (ASD)
Seismic Load Factor (ASD)
Tension Neglect:
Cd (Deflection Amplification):
Typical Chord Post Area:
End Post Modulus of Elasticity:
0.6
Overturning resistance
Deflection and OS cells (to account for R&R use 0.70*1.3 = 0.91)
kips Shear Wall Properties
ASCE table 12.2-1 SW 11 SW21 SW31 SW41 SW51 SW61 SW7
in2 Capacities 150 350 456 1595 1707 1911 11190
Ipsi I Ga (OSB) 15 1 22 1 28 1 42 1 44 1 56 1 84
0.91
0.25
4
16.5
1.60E+06
Roof Diaphragm Shear Walls Grid 1.3
Manual VE adjustment = kips Manual Vw adjustment = kips Total Wall Length = 3.5 ft
VE Seismic Shear E = 1.54 1 kips (ASD) Vw Wind Shear W =H120kips (ASD) Average Shear = 1439 1 plf
1.3
Grid Line
1.3 .1
1.3 .2
1.3 .3
1.3 .4
1.3 . 5
1.3 . 6
1.3 . 7 1 1.3 .8
Single Wall
Wall Length (ft)
3.5
8.66
Wall Height (ft)
SW Designation
SW4
Nom. Capacity (plf)
595
*2w/h
0.941
Red. Capacity (k)
1.959
Shear Distrib (%)
V, Shear (plf) E
438.7
V, Shear (plf) W
344.2
Vmax, Shear (plf)
438.7
Reduced Cap (plf)
559.7
OTM (k-ft) E
13.30
OTM (k-ft) W
10.43
OTMmax (k-ft)
13.30
OS Comb Couple (k) E
4.18
OTM Couple (k) E
3.80
OTM Couple (k) W
2.98
Trib DL Length (ft)
4.00
Resist Force (k)
0.513
RM ASD (k-ft)
0.539
T(k)E
3.646
T (k) W
2.827
Tmax (k)
3.646
Hold Down
-
-
-
-
-
-
MSTC52
Aa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
8 (in) E
0.436
Cd*S (in) E
1.743
Cd*8 / hsx E
0.017
Wall Rigidity R
2.602
*For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Total Capacity: 1.959 Ikips
Capacity > Demand? OK
Project: E1396 Sheet No: 74 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
2nd Floor Shear Walls
Grid 1.2 Page 2/3
Manual VE adjustment =
kips
Manual Vw adjustment =
kips Total Wall Length =
11
ft
VE from above =
1.54
kips
Vw from above =
1.20
kips Average Shear =
289
plf
VE Seismic Shear E =
1.64
kips
Vw Wind Shear W =
1.45
kips
Total VE Seismic Shear E =
3.18
kips
Total Vw Wind Shear W =
2.66
kips
1.2
Grid Line
1.2 . 1
1.2 . 2 1.2 . 3
1.2 . 4 1.2 . 5
1.2 . 6
1.2 .7 1 1.2 .8
Single Wall
Wall Length (ft)
11
8
Wall Height (ft)
SW Designation
SW2
Nom. Capacity (plf)
350
**2w/h
1.000
Red. Capacity (k)
3.850
Shear Distrib (%)
V, Shear (plf) E
289.1
V, Shear (plf) W
241.4
Vmax, Shear (plf)
289.1
Reduced Cap (plf)
350.0
OTM (k-ft) E
25.44
OTM (k-ft) W
21.24
OTMmax (k-ft)
25.44
OTM Couple (k) E
2.31
OTM Couple (k) W
1.93
OS Comb Couple (k) E
6.72
E
38.74
Vl (k-ft) W
31.67
.: (k-ft)
38.74
ime-u T (k) E
2.576
:ned T (k) W
1.934
1 Tmax (k)
2.576
Trib DL Length (ft)
4.00
Resist Force (k)
3.153
RM ASD (k-ft)
10.404
Total T (k) E
5.167
Total T (k) W
3.966
Total Tmax (k)
5.167
Hold Down
-
-
-
-
-
-
MSTC66
oa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.211
Cd*6 (in) E
0.844
Cd*6 / hsx E
0.009
Wall Rigidity R
7.984
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 3.850 kips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand? OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 75 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
1st Floor Shear Walls Grid 1.1 Page 3/3
Manual VE adjustment =
kips Manual Vw adjustment =
kips Total Wall Length = 29.5 ft
3.18
2.66
VE from above =
kips Vw from above =
kips Average Shear = 156 plf
VE Seismic Shear E =
1.42
kips Vw Wind Shear W =
1.38
kips
Total VE Seismic Shear E =
4.60
kips Total Vw Wind Shear W =
4.03
kips
1.1
Grid Line
1.1 . 1 1.1 . 2 1.1 . 3 1.1 . 4 1.1 . 5 1.1 . 6 1.1 . 7 1.1 . 8
Single Wall
Wall Length (ft)
29.5
8
SW2
Wall Height (ft)
SW Designation
Nom. Capacity (plf)
350
**2w/h
1.000
Red. Capacity (k)
10.325
Shear Distrib (%)
V, Shear (plf) E
156.0
V, Shear (plf) W
136.7
Vmax, Shear (plf)
156.0
Reduced Cap (plf)
350.0
OTM (k-ft) E
36.81
OTM (k-ft) W
32.25
OTMmax (k-ft)
36.81
OTM Couple (k) E
1.25
OTM Couple (k) W
1.09
OS Comb Couple (k) E
8.09
E
75.55
Vl (k-ft) W
63.93
.: (k-ft)
75.55
ime-u T (k) E
:ned T (k) W
+ Tmax (k)
Trib DL Length (ft)
10.50
Resist Force (k)
15.461
RM ASD (k-ft)
136.829
Total T (k) E
2.722
Total T (k) W
1.367
Total Tmax (k)
2.722
Hold Down
-
-
-
-
-
-
-
HDU5
oa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.097
Cd*6 (in) E
0.389
Cd*6 / hsx E
0.004
Wall Rigidity RI
21.550
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 1 10.325 1 kips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand?l OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 76 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
3-Story Shear Wall Design
I
Page 1/3
Walls
Wall
Height (ft)
Min Wall
Length
3.5:1 (ft)
Shear
Tributary
Length (ft)
Seismic
Diaph
Shear (pif)
Wind
Diaph
Shear (plf)
ASD
Seismic
Shear (k)
ASD
Wind
Shear (k)
Diaph
Dead Load
(psf)
Wall Dead
Load (psf)
2.3
2.2 2.1
Roof Diaphragm
10.33
8.00
8.00
2.951
2.286
2.286
28.10
108.9
85.4
3.060
2.401
15
10
10
2nd Floor
28.10
116.6
102.9
3.277 2.891
15
1st Floor
28.10
100.8
97.6
2.832 2.743
15
10
Direction
Y
Total
9.170
8.034
Dead Load Factor (ASD)
Seismic Load Factor (ASD)
Tension Neglect:
Cd (Deflection Amplification):
Typical Chord Post Area:
End Post Modulus of Elasticity:
0.6
Overturning resistance
Deflection and OS cells (to account for R&R use 0.70*1.3 = 0.91)
kips Shear Wall Properties
ASCE table 12.2-1 SW 11 SW21 SW31 SW41 SW51 SW61 SW7
in2 Capacities 150 350 456 1595 1707 1911 11190
Ipsi I Ga (OSB) 15 1 22 1 28 1 42 1 44 1 56 1 84
0.7
0.25
4
16.5
1.60E+06
Roof Diaphragm Shear Walls Grid 2.3
Manual VE adjustment = kips Manual Vw adjustment = kips Total Wall Length = 21.8 ft
VE Seismic Shear E = 3.06 1 kips (ASD) VW Wind Shear W =H240kips (ASD) Average Shear = 1 141 1 plf
2.3
Grid Line
2.3 .1
2.3 .2
2.3 .3
2.3 .4
2.3 . 5
2.3 . 6
2.3 . 7 1 2.3 . 8
Single Wall
Wall Length (ft)
21.75
Wall Height (ft)
10.33
SW Designation
SW1
Nom. Capacity (plf)
150
*2w/h
1.000
Red. Capacity (k)
3.263
Shear Distrib (%)
1.000
V, Shear (plf) E
140.7
V, Shear (plf) W
110.4
Vmax, Shear (plf)
140.7
Reduced Cap (plf)
150.0
OTM (k-ft) E
31.61
OTM (k-ft) W
24.80
OTMmax (k-ft)
31.61
OS Comb Couple (k) E
2.08
OTM Couple (k) E
1.45
OTM Couple (k) W
1.14
Trib DL Length (ft)
4.00
Resist Force (k)
3.552
RM ASD (k-ft)
23.175
T (k) E
0.388
T (k) W
Tmax (k)
0.388
Hold Down
MSTC28
-
-
-
-
-
-
-
-
Aa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.201
Cd*6 (in) E
0.804
Cd*8 / hsx E
0.006
Wall Rigidity RI
10.901
*For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Total Capacity: 3.263 kips
Capacity > Demand? OK
Project: E1396 Sheet No: 77 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
2nd Floor Shear Walls Grid 2.2 Page 2/3
Manual VE adjustment =
kips Manual Vw adjustment =
kips Total Wall Length = W.8 It.
3.06
2.40
VE from above =
kips Vw from above =
kips Average Shear = 1291 1 plf
VE Seismic Shear E =
3.28
kips Vw Wind Shear W =
2.89
kips
Total VE Seismic Shear E =
6.34
kips Total Vw Wind Shear W =
5.29
kips
2.2
Grid Line
2.2 .1 2.2 . 2 2.2 . 3 2.2 . 4 2.2 . 5 2.2 . 6 2.2 . 7 2.2 . 8
Single Wall
Wall Length (ft)
21.75
Wall Height (ft)
8
SW Designation
SW2
Nom. Capacity (plf)
350
**2w/h
1.000
Red. Capacity (k)
7.613
Shear Distrib (%)
1.000
V, Shear (plf) E
291.4
V, Shear (plf) W
243.3
Vmax, Shear (plf)
291.4
Reduced Cap (plf)
350.0
OTM (k-ft) E
50.70
OTM (k-ft) W
42.33
OTMmax (k-ft)
50.70
OTM Couple (k) E
2.33
OTM Couple (k) W
1.95
OS Comb Couple (k) E
5.41
E
82.31
Vl (k-ft) W
67.13
.: (k-ft)
82.31
aulea T (k) E
1.806
:ned T (k) W
1.108
1 Tmax (k)
1.806
Trib DL Length (ft)
4.00
Resist Force (k)
6.597
RM ASD (k-ft)
43.044
Total T (k) E
1.806
Total T (k) W
1.108
Total Tmax (k)
1.806
Hold Down
MSTC40
-
-
-
-
-
-
-
oa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.200
Cd*6 (in) E
0.801
Cd*6 / hsx E
0.008
Wall Rigidity R
15.867
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 1 7.613 Ikips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand?l OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 78 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
1st Floor Shear Walls Grid 2.1 Page 3/3
Manual VE adjustment =
kips Manual Vw adjustment =
kips Total Wall Length = LL1.8 ft
6.34
5.29
VE from above =
kips Vw from above =
kips Average Shear = 1422 1 plf
VE Seismic Shear E =
2.83
kips Vw Wind Shear W =
2.74
kips
Total VE Seismic Shear E =
9.17
kips Total Vw Wind Shear W =
8.03
kips
2.1
Grid Line
2.1 .1 2.1 . 2 2.1 . 3 2.1 . 4 2.1 . 5 2.1 . 6 2.1 . 7 2.1 . 8
Single Wall
Wall Length (ft)
21.75
Wall Height (ft)
8
SW Designation
SW3
Nom. Capacity (plf)
456
**2w/h
1.000
Red. Capacity (k)
9.918
Shear Distrib (%)
1.000
V, Shear (plf) E
421.6
V, Shear (plf) W
369.4
Vmax, Shear (plf)
421.6
Reduced Cap (plf)
456.0
OTM (k-ft) E
73.36
OTM (k-ft) W
64.27
OTMmax (k-ft)
73.36
OTM Couple (k) E
3.37
OTM Couple (k) W
2.96
OS Comb Couple (k) E
10.22
E
155.67
Vl (k-ft) W
131.41
(k-ft)
155.67
ime-u T (k) E
4.265
:ned T (k) W
3.149
1 Tmax (k)
4.265
Trib DL Length (ft)
4.00
Resist Force (k)
9.642
RM ASD (k-ft)
62.913
Total T (k) E
4.265
Total T (k) W
3.149
Total Tmax (k)
4.265
Hold Down
HDU5
-
-
-
-
-
-
-
oa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.222
Cd*6 (in) E
0.889
Cd*6 / hsx E
0.009
Wall Rigidity R
16.823
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 1 9.918 Ikips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand?l OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 79 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
3-Story Shear Wall Design
I
Page 1/3
Walls
Wall
Height (ft)
Min Wall
Length
3.5:1 (ft)
Shear
Tributary
Length (ft)
Seismic
Diaph
Shear (pif)
Wind
Diaph
Shear (plf)
ASD
Seismic
Shear (k)
ASD
Wind
Shear (k)
Diaph
Dead Load
(psf)
Wall Dead
Load (psf)
3.3
3.2 3.1
Roof Diaphragm
10.33
8.00
8.00
2.951
2.286
2.286
28.10
108.9
85.4
3.060
2.401
15
10
10
2nd Floor
28.10
116.6
102.9
3.277 2.891
15
1st Floor
28.10
100.8
97.6
2.832 2.743
15
10
Direction
Y
Tot'all
9.170
8.034
Dead Load Factor (ASD)
Seismic Load Factor (ASD)
Tension Neglect:
Cd (Deflection Amplification):
Typical Chord Post Area:
End Post Modulus of Elasticity:
0.6
Overturning resistance
Deflection and OS cells (to account for R&R use 0.70*1.3 = 0.91)
kips Shear Wall Properties
ASCE table 12.2-1 SW 11 SW21 SW31 SW41 SW51 SW61 SW7
in2 Capacities 150 350 456 1595 1707 1911 11190
Ipsi I Ga (OSB) 15 1 22 1 28 1 42 1 44 1 56 1 84
0.7
0.25
4
16.5
1.60E+06
Roof Diaphragm Shear Walls Grid 3.3
Manual VE adjustment = kips Manual Vw adjustment = kips Total Wall Length = 21.8 ft
VE Seismic Shear E = 3.06 1 kips (ASD) VW Wind Shear W =H240kips (ASD) Average Shear = 1 141 1 plf
3.3
Grid Line
3.3 .1
3.3 . 2 3.3 . 3
3.3 .4
3.3 . 5
3.3 . 6
3.3 . 7 3.3 . 8
Single Wall
Wall Length (ft)
21.75
Wall Height (ft)
10.33
SW Designation
SW1
Nom. Capacity (plf)
150
*2w/h
1.000
Red. Capacity (k)
3.263
Shear Distrib (%)
1.000
V, Shear (plf) E
140.7
V, Shear (plf) W
110.4
Vmax, Shear (plf)
140.7
Reduced Cap (plf)
150.0
OTM (k-ft) E
31.61
OTM (k-ft) W
24.80
OTMmax (k-ft)
31.61
OS Comb Couple (k) E
2.08
OTM Couple (k) E
1.45
OTM Couple (k) W
1.14
Trib DL Length (ft)
4.00
Resist Force (k)
3.552
RM ASD (k-ft)
23.175
T (k) E
0.388
T (k) W
Tmax (k)
0.388
Hold Down
MSTC28
-
-
-
-
-
-
-
-
Aa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.201
Cd*6 (in) E
0.804
Cd*8 / hsx E
0.006
Wall Rigidity R
10.901
*For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Total Capacity: 3.263 kips
Capacity > Demand? OK
Project: E1396 Sheet No: 80 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
2nd Floor Shear Walls Grid 3.2 Page 2/3
Manual VE adjustment =
kips Manual Vw adjustment =
kips Total Wall Length = W.8 It.
3.06
2.40
VE from above =
kips Vw from above =
kips Average Shear = 1291 1 plf
VE Seismic Shear E =
3.28
kips Vw Wind Shear W =
2.89
kips
Total VE Seismic Shear E =
6.34
kips Total Vw Wind Shear W =
5.29
kips
3.2
Grid Line
3.2 .1 3.2 . 2 3.2 . 3 3.2 . 4 3.2 . 5 3.2 . 6 3.2 . 7 3.2 . 8
Single Wall
Wall Length (ft)
21.75
8
SW2
350
Wall Height (ft)
SW Designation
Nom. Capacity (plf)
**2w/h
1.000
Red. Capacity (k)
7.613
Shear Distrib (%)
1.000
V, Shear (plf) E
291.4
V, Shear (plf) W
243.3
Vmax, Shear (plf)
291.4
Reduced Cap (plf)
350.0
OTM (k-ft) E
50.70
OTM (k-ft) W
42.33
OTMmax (k-ft)
50.70
OTM Couple (k) E
2.33
OTM Couple (k) W
1.95
OS Comb Couple (k) E
5.41
E
82.31
Vl (k-ft) W
67.13
(k-ft)
82.31
aulea T (k) E
1.806
:ned T (k) W
1.108
1 Tmax (k)
1.806
Trib DL Length (ft)
4.00
Resist Force (k)
6.597
RM ASD (k-ft)
43.044
Total T (k) E
1.806
Total T (k) W
1.108
Total Tmax (k)
1.806
Hold Down
MSTC40
-
-
-
-
-
-
-
oa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.200
Cd*6 (in) E
0.801
Cd*6 / hsx E
0.008
Wall Rigidity R
15.867
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 1 7.613 Ikips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand?l OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 81 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
1st Floor Shear Walls Grid 3.1 Page 3/3
Manual VE adjustment =
kips Manual Vw adjustment =
kips Total Wall Length = LL1.8 ft
6.34
5.29
VE from above =
kips Vw from above =
kips Average Shear = 1422 1 plf
VE Seismic Shear E =
2.83
kips Vw Wind Shear W =
2.74
kips
Total VE Seismic Shear E =
9.17
kips Total Vw Wind Shear W =
8.03
kips
3.1
Grid Line
3.1 .1
3.1 . 2
3.1 . 3
3.1 . 4
3.1 . 5
3.1 . 7 1 3.1 . 8
Single Wall
Wall Length (ft)
21.75
Wall Height (ft)
8
SW Designation
SW3
Nom. Capacity (plf)
456
**2w/h
1.000
Red. Capacity (k)
9.918
Shear Distrib (%)
1.000
V, Shear (plf) E
421.6
V, Shear (plf) W
369.4
Vmax, Shear (plf)
421.6
Reduced Cap (plf)
456.0
OTM (k-ft) E
73.36
OTM (k-ft) W
64.27
OTMmax (k-ft)
73.36
OTM Couple (k) E
3.37
OTM Couple (k) W
2.96
OS Comb Couple (k) E
10.22
E
155.67
Vl (k-ft) W
131.41
(k-ft)
155.67
ime-u T (k) E
4.265
:ned T (k) W
3.149
1 Tmax (k)
4.265
Trib DL Length (ft)
4.00
Resist Force (k)
9.642
RM ASD (k-ft)
62.913
Total T (k) E
4.265
Total T (k) W
3.149
Total Tmax (k)
4.265
Hold Down
HDU5
-
-
-
-
-
-
-
oa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.222
Cd*6 (in) E
0.889
Cd*6 / hsx E
0.009
Wall Rigidity R
16.823
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 1 9.918 Ikips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand?l OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 82 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
3-Story Shear Wall Design
I
Page 1/3
Walls
Wall
Height (ft)
Min Wall
Length
3.5:1 (ft)
Shear
Tributary
Length (ft)
Seismic
Diaph
Shear (pif)
Wind
Diaph
Shear (plf)
ASD
Seismic
Shear (k)
ASD
Wind
Shear (k)
Diaph
Dead Load
(psf)
Wall Dead
Load (psf)
4.3
4.2
4.1
Roof Diaphragm
10.33
8.00
8.00
2.951
2.286
2.286
14.15
108.9
85.4
1.541
1.209
15
10
10
2nd Floor
14.15
116.6
102.9
1.650 1.456
15
1st Floor
14.15
100.8
97.6
1.426 1.381
15
10
Direction
Y
Tot'all
4.618
4.046
Dead Load Factor (ASD)
Seismic Load Factor (ASD)
Tension Neglect:
Cd (Deflection Amplification):
Typical Chord Post Area:
End Post Modulus of Elasticity:
0.6
Overturning resistance
Deflection and OS cells (to account for R&R use 0.70*1.3 = 0.91)
kips Shear Wall Properties
ASCE table 12.2-1 SW 11 SW21 SW31 SW41 SW51 SW61 SW7
in2 Capacities 150 350 456 1595 1707 1911 11190
Ipsi I Ga (OSB) 15 1 22 1 28 1 42 1 44 1 56 1 84
0.7
0.25
4
16.5
1.60E+06
Roof Diaphragm Shear Walls Grid 4.3
Manual VE adjustment = kips Manual Vw adjustment = kips Total Wall Length = 5.75 ft
VE Seismic Shear E = 1.54 kips (ASD) Vw Wind Shear W = 1.21 kips (ASD) Average Shear =1 268 1 plf
4.3
Grid Line
4.3 .1
4.3 .2
4.3 .3
4.3 .4
4.3 . 5
4.3 . 6
4.3 . 7 1 4.3 .8
Single Wall
Wall Length (ft)
5.75
Wall Height (ft)
9
SW Designation
SW2
Nom. Capacity (plf)
350
*2w/h
1.000
Red. Capacity (k)
2.013
Shear Distrib (%)
1.000
V, Shear (plf) E
268.0
V, Shear (plf) W
210.2
Vmax, Shear (plf)
268.0
Reduced Cap (plf)
350.0
OTM (k-ft) E
13.87
OTM (k-ft) W
10.88
OTMmax (k-ft)
13.87
OS Comb Couple (k) E
3.45
OTM Couple (k) E
2.41
OTM Couple (k) W
1.89
Trib DL Length (ft)
4.00
Resist Force (k)
0.863
RM ASD (k-ft)
1.488
T (k) E
2.153
T (k) W
1.633
Tmax (k)
2.153
Hold Down
MSTC40
-
-
-
-
-
-
-
Aa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.367
Cd*6 (in) E
1.468
Cd*8 / hsx E
0.014
Wall Rigidity R
3.657
*For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Total Capacity: 2.013 Ikips
Capacity > Demand? OK
Project: E1396 Sheet No: 83 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
2nd Floor Shear Walls
Grid 4.2 Page 2/3
Manual VE adjustment =
kips
Manual Vw adjustment =
kips Total Wall Length =
11
ft
VE from above =
1.54
kips
Vw from above =
1.21
kips Average Shear =
290
plf
VE Seismic Shear E =
1.65
kips
Vw Wind Shear W =
1.46
kips
Total VE Seismic Shear E =
3.19
kips
Total Vw Wind Shear W =
2.66
kips
4.2
Grid Line
4.2 . 1 &
4.2 . 2 4.2 . 3
4.2 . 4 4.2 . 5
4.2 . 6
4.2 .7 1 4.2 .8
Single Wall
Wall Length (ft)
11
Wall Height (ft)
8
SW Designation
SW2
Nom. Capacity (plf)
350
**2w/h
1.000
Red. Capacity (k)
3.850
Shear Distrib (%)
1.000
V, Shear (plf) E
290.1
V, Shear (plf) W
242.2
Vmax, Shear (plf)
290.1
Reduced Cap (plf)
350.0
OTM (k-ft) E
25.53
OTM (k-ft) W
21.32
OTMmax (k-ft)
25.53
OTM Couple (k) E
2.32
OTM Couple (k) W
1.94
OS Comb Couple (k) E
6.76
E
39.40
Vl (k-ft) W
32.20
(k-ft)
39.40
ime-u T (k) E
2.625
:ned T (k) W
1.970
1 Tmax (k)
2.625
Trib DL Length (ft)
4.00
Resist Force (k)
3.190
RM ASD (k-ft)
10.527
Total T (k) E
3.776
Total T (k) W
2.873
Total Tmax (k)
3.776
Hold Dow4
MSTC52
-
-
-
-
-
-
-
oa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
6 (in) E
0.247
Cd*6 (in) E
0.990
Cd*6 / hsx E
0.010
Wall Rigidity R
7.984
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 3.850 kips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand? OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 84 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
1st Floor Shear Walls Grid 4.1 Page 3/3
Manual VE adjustment =
kips Manual Vw adjustment =
kips Total Wall Length = 11 ft
VE from above =
kips Vw from above =
kips Average Shear = 420 plf
3.19
2.66
VE Seismic Shear E =
1.43
kips Vw Wind Shear W =
1.38
kips
Total VE Seismic Shear E =
4.62
kips Total Vw Wind Shear W =
4.05
kips
4.1
Grid Line
4.1 . 1 &
4.1 . 2
4.1 . 3
4.1 . 4 4.1 . 5
4.1 . 6
4.1 . 7
4.1 . 8
Single Wall
Wall Length (ft)
11
Wall Height (ft)
2.75
SW Designation
SW3
Nom. Capacity (plf)
456
**2w/h
1.000
Red. Capacity (k)
5.016
Shear Distrib (%)
1.000
V, Shear (plf) E
419.8
V, Shear (plf) W
367.8
Vmax, Shear (plf)
419.8
Reduced Cap (plf)
456.0
OTM (k-ft) E
12.70
OTM (k-ft) W
11.13
OTMmax (k-ft)
12.70
OTM Couple (k) E
1.15
OTM Couple (k) W
1.01
OS Comb Couple (k) E
8.41
E
52.10
Vl (k-ft) W
43.32
(k-ft)
52.10
auiea T (k) E
3.243
-ned T (k) W
2.445
' Tmax (k)
3.243
Trib DL Length (ft)
9.00
Resist Force (k)
4.978
RM ASD (k-ft)
16.426
Total T (k) E
4.394
Total T (k) W
3.348
Total Tmax (k)
4.394
Hold Down
HDU5
-
-
-
-
-
-
-
oa, Anchor Slip (in)
0.125
End Post Area (in2)
16.50
S (in) E
0.090
Cd*8 (in) E
0.362
Cd*S / hsx E
0.011
Wall Rigidity R
24.857
*Combined OTM and T loads assume the shear wall is a rigid body and Total Capacity: 1 5.016 Ikips
if tie -downs aren't continuous the shear wall may require special Capacity > Demand?l OK
design. Actual T loads are calculated and used by combining the upper wall
OTM couple with the lower walls T loads. Combined OTM is only applicable if the upper
walls are the same size, or smaller than the lower walls.
**For single wall reduction: 1.25-0.125h/b (NDS 4.3.4.2)
Project: E1396 Sheet No: 85 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
FLOOR TIES / HOLDOWNS
STUD
HOLDOWN
MARK
STRAP
NAILING
HOLDOWN
ANCHORAGE
ANCHOR BOLTS
MSTC48B
(54) 10d
MSTC48133
3
common
MSTC66B
(56) 10d
MSTC66133
3
common
( 36 ) 16d
MSTC40
MSTC40
sinker
( 48 ) 16d
MSTC52
MSTC52
sinker
( 68 ) 16d
MSTC66
MSTC66
sinker
STHD14
(38) 16d
STHD14
N/A
STHD14RJ
sinker
(6) SDS 1/4" x 2 1/2"
5/8" 0 SSTB16
HDU2
HDU2 - SDS2.5
wood screws
Anchor Bolt
( 14 ) SIDS 1/4" x 2 1/2"
HDU5
HDU5 - SDS2.5
5/8" 0 SB 5/8x24
wood screws
( 20 ) SIDS 1/4" x 2 1/2"
HDU8
HDU8 - SDS2.5
1 7/8" 0 SB 7/8x24
wood screws
1) Locate Holdown at each end of shearwall. 3) Extend foundation as required for holdown A.B. embedment
2) Cripple wall construct same as shearwall above. 4) Threaded rod and coupler as required.
NAILING, SHOWN BELOW, WALL SHEATHING
CORRESPONDS TO THE SHEAR IS NOT SHOWN
FLOW NAILING IN THE SHEARWALL FOR CLARITY
SCHEDULE
PPE
SHEATHING PER UWA
SHEAR WALL SHEAR I
STUC
BASE PLATE SCHEDULE
BAD
SHEAR FLOW NAILING
PLAT
FLOOR
DIAPHRAGM
RIM
EDGE NAILING JOIST
TOE NAIL, RIM JOIST
OR TOP SHEAR
FLOW NAILING
SIMPSON L
FLOOR JOIST
PER PLAN
EDGE NAILING
CLIPS PER SHE
WALL SCHEDI
SHEATHING PER
SHEAR WALL
SCHEDULE
SECTION VIEW
SF
WHEN CALCULATED SHEAR FORCES
ARE LARGER THAN 150 PLF,
TOE -NAILING IS NOT ALLOWED. USE A
SIMPSON LTP4 CLIP AS SHOWN ABOVE.
OBLIQUE VIEW
FLOOR
DIAPHRAGM
BLE
PLATE
Project: E1396 Sheet No: 86 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
SHEARWALL SCHEDULE
MARK
SHEATHING
NAILING *
SHEAR FLOW NAILING
SILL PLATE
ANCHORS"
EDGES
FIELD
BASE PLATE
TOE NAIL RIM
BLOCKED
JOIST OR TOP
7/16" OSB
8d @
8d @
16d @
16d TOE NAILS @
1/2" 0 Anchor Bolt
SW1
1 side
6" o.c.
12" D.C.
8" D.C.
5" D.C.
@ 48" o.c. & @ ends
7/16" OSB
8d @
8d @
16d @
Simpson LTP4 Clip
1/2" 0 Anchor Bolt
SW2
1 side
4" o.c.
12" o.c.
5" D.C.
@ 17" o.c.
@ 32" o.c. & @ ends
SW3
7/16" OSB
8d @
8d @
16d @
Simpson LTP4 Clip
1/2" 0 Anchor Bolt
1 side
3" o.c.
12" D.C.
4" D.C.
@ 13" o.c.
@ 24" o.c. & @ ends
SW4
7/16" OSB
8d @
8d @
16d @
Simpson LTP4 Clip
1/2" 0 Anchor Bolt
1 side
2" o.c.
12" D.C.
3" D.C.
@ 10" o.c.
@ 19" o.c. & @ ends
Use common nails for all nailing.
**) Anchor bolt washers must be 3" x 3" x 0.229" thick.
Framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch nominal member or (2) 2x6 HF#2
stitched together with (2) rows of 16d @ 7" o.c. staggered.
') Sill plates & framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch nominal member or
(2) 2x6 HF#2 stitched together with (2) rows of 16d @ 5" o.c. staggered.
") Sill plates & framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch nominal member.
Shear wall Capacity based on sheathing:
SW1 = 260*0.93 = 240 plf limited to 150 plf for toenailing rim joist per NDS 4.1.7
SW2 = 380*0.93 = 353 plf limited to 350 plf for single member at abutting panel edges
SW3 = 490*0.93 = 456 plf
SW4 = 640*0.93 = 595 plf
per footnote 3 of AF&PA SDPWS-2008 Table 4.3A: capacity is reduced for framing material other than douglas-fir-larch
or southern pine with specific gravity adjustment factor = [1-(0.5-SG)] = [1-(0.50-0.43)] = 0.93
per footnote 2 of AF&PA SDPWS-2008 Table 4.3A: 15/32" values can be used for 7/16" sheathing if studs are spaced
at a maximum of 16" o.c.
Shear Transfer from Diaphragm to Wall & Wall to Foundation
Base plate nailing
allowed shear 16d nails G = 0.43, 1 1/2" side member Z = 122 lb/nail. Z' = Z*Cd = 122 lb/nail * 1.6 = 195 lb/nail
reduction for embedment into rim joist = 3.5" - 1.5" - 3/4" = 1.25" embed. 1.25 / (10 * 0.162) = 0.772
Z' reduced = 195 lb/nail * 0.772 = 151 lb/nail
allowed shear from Simpson LTP5 = 535 lb/clip (horizontal)
SW = (151 lb/nail) / 150 Ib/ft = 12.1 in
8" o.c.
ok
SW2 = (151 lb/nail) / 350 Ib/ft = 5.2 in
5" o.c.
ok
SW3 = (151 lb/nail) / 456 Ib/ft = 4.0 in
4" o.c.
ok
SW4 = (151 lb/nail) / 595 Ib/ft = 3.0 in
3" o.c.
ok
Project: E1396 Sheet No: 87 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Rim joist and blocking to top plate of shear wall
allowed shear from 16d toenailing w/ 1-1/2" HF side member = Z*Cd*Ctn = 122 lb/nail * 1.6 * 0.83 = 162 lb/nail
allowed shear from Simpson LTP4 = 515 lb/clip (installed vertical or horizontal)
SW1 = (162 lb/nail) / 150 Ib/ft = 13.0 in
5" o.c.
ok
SW2 = (515 lb/clip) / 350 Ib/ft = 17.7 in
17" o.c.
ok
SW3 = (515 lb/clip) / 456 Ib/ft = 13.6 in
13" o.c.
ok
SW4 = (515 lb/clip) / 595 Ib/ft = 10.4 in
10" O.C.
ok
Sill plate anchors into foundation
allowed shear from 1/2" dia. anchor bolt w/ 1-1/2" HF on conc. = Z*Cd = 590 lb/bolt * 1.6 = 944 lb/bolt
SW 1 = (944 lb/bolt) / 150 Ib/ft = 75.5 in
48" o.c.
ok
SW2 = (944 lb/bolt) / 350 Ib/ft = 32.4 in
32" o.c.
ok
SW3 = (944 lb/bolt) / 456 Ib/ft = 24.8 in
24" o.c.
ok
SW4 = (944 lb/bolt) / 595 Ib/ft = 19.0 in
19" O.C.
ok
(2) 2x6 in lieu of 3x nominal at abutting panels and sill plates
allowed shear from 16d w/ 1-1/2" HF side member = Z*Cd = 122 lb/nail * 1.6 = 195 lb/nail
SW3 = (195 lb/nail) / 456 Ib/ft = 5.1 in (2) rows @ 7" o.c. ok
SW4 = (195 lb/nail) / 595 Ib/ft = 3.9 in (2) rows @ 7" o.c. ok
Project: E1396 Sheet No: 88 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
CANTILEVERED SUSPENDED ROOF TO WALL DESIGN
Assumptions:
Wind Uplift (C&C Simplified procedure for roof overhangs) =
Factored wind vertical uplift component for 4:12 pitch:
Pitch = 0 /12
Angle = 0 degrees
Vertical uplift component = -31 psf (unfactored)
Wind factor = 0.6 Dead factor = 0.6
Design Loads:
Factored uplift minus factored dead lead =
Gravity Design:
Simple Shear and Reaction
Cantilever Length = 2 ft
Truss Spacing = 2 ft o/c
Gravity Shear at ledger per truss/rafter = 160 Ibs
Uplift Shear at ledger per truss/rafter = -39 Ibs
-31 psf (unfactored)
From ASCE Fig 30.5-1
-9.8 psf
A25 psf Snow Load
15 psf Dead Load
Design Notes:
Simpson A35 clip capacity = 595 Ibs OK
Ledger connection required SDS screws = 190 lb/screw
OK Provide (2) screws top and bottom
Assume (1) screw resists shear while the other
screw resists pullout
Prying moment
Moment @ wall = 160 lb-ft 1920 lb -in (Gravity Loading)
Vertical distance between top and bottom chord at wall surface = 9.8 inches
Pullout force = 197 Ibs #14 Screw NDS 12.213: 121 lb/screw
Uplift (wind) prying force = 48.4 Ibs 121 lb * 1.15 * 2.5 in = 348 Ibs/screw
Sheath bottom of trusses to connect to bottom
ledger and provide (2) Simpson SDS screws
Pullout force @ H3 clip = 160 Ibs Simp H3=160lbs Capacity
Provide blocking in wall bay to stiffen the wall in -plane
Wall stud flexure check
Stud spacing = 1.33 ft o/c 2x6 HF Stud capacity = 430 lb-ft OK
Moment in studs assuming pin/pin = 106 lb-ft OK wind loads will control the stud design
(Assume moment is near column end)
Project: E1396 Sheet No: 89 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
GUARDRAIL AND HANDRAIL POST ANALYSIS
Name/Description: Steel guardrail system
P =
W =
H =
L =
E =
Fy =
Qb =
Fa =
1 (rail) =
I (post) =
Crail = EI/L
Cpost = EI/H
CR =
200
Ibs
Ib/ft
in
in
x10^3 ksi
ksi
in4
in4
0
42.00
72.00
29.00
36.00
1.67
21.60
1.187
0.422
0.48
0.29
1.641
Pf (end post) = 0.850
Pf (mid post) = 0.650
Design point load
Design uniform load
Height of rail system
Post spacing and span of hand/guard railing
Modulus of Elasticity of material
Note: 304 SS Fy = 30ksi, 316 SS = (30 ksi - 50 ksi) depending on specs
ASD Factor of Safety (1.67 Steel, 1.00 Wood & Fy = Fb)
Allowable stress
Railing moment of inertia
Post moment of inertia
Rail stiffness
Post stiffness
Crail/Cpost for use in RAILING SYSTEM LOAD DISTRIBUTION chart
Note: Higher CR values are more conservative
Approximate Typical Pf Values:
End Posts of 2-span rail - 0.85
End posts of 3+ spans - 0.82
Intermediate posts of 2-span rail - 0.65
Intermediate posts of 3+ spans - 0.60
Note: Single span rails Pf = 1.00
End Post Mid Post
Load from P
170
Load from W
0
Controlling Load
170
Moment
595
Shear
170
Req'd S
0.331
Req'd Z
0.331
Round approx S
0.194
Hollow approx S
0.245
130
Ibs
Ibs
Ibs
I b-ft
Ibs
in3
in3
in3
1 in3
0
130
455
130
0.253
0.253
0.149
0.187
Approx S round is based on Shape Factor = 1.70
Approx S hollow is based on Shape Factor = 1.35
Post Deflection 0.343
1 0.262 in
Deflection Ratio H
122
�—H
160
OK
OK
P*Pf
W*L (Mid) & W*L/2 (End)
P controlling*h/(Fallow) Used for traditional design
P controlling*h/(Fallow) Used for plastic moment design
For plastic design (Z) use this to search for S for solid rounds
For plastic design (Z) use this to search for S for hollow tubes
(Used for quickly searching shapes)
(Used for quickly searching shapes)
PHA3/3E1
Check H/60 (L/120) deflection limitation
Project: E1396 Sheet No: 90 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11 R L ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
STEEL RECTANGULAR PLATE/BAR AND ROUND FLEXURAL DESIGN
Name/Description: Guardrail Post
Note: Rounds and weak axis bending are designed only considering yielding
Lb = 42.00 in
d =
t =
S =
Z =
Fy =
E =
Qb =
� =
Cb =
1.50
in
in
in3
in3
ksi
psi
1.50
0.563
0.844
36.00
2.90E+07
1.67
0.90
1.00
(Lb*d) / t^2 = 28.00
0.08*E / Fy = 64
1.9*E / Fy = 1531
Length between points that are either braced against lateral displacement of the
compression region, or between points braced to prevent twist of the cross section
Depth of rectangular bar
Width of bar parallel to axis of bending (Thickness)
Section modulus of a rectangle = t*dA2/6
Plastic section modulus of a rectangle = t*dA2/4 OR 1.5*My
Note: (304 Stainless Fy = 30ksi)
Note: (304 Stainless E = 28000 ksi, E = 23,600 ksi for deflection)
ASD Factor of Safety
LRFD Reduction Factor
Compare to limits to determine failure mode
Maximum for limit state of Yielding
Maximum for limit state of Lateral Torsional Buckling
Controlled by: I Section is controlled by Yielding AISC F11-1
Nominal capacity based on yielding AISC F11-1:
My = 20.250 k-in Yielding strength, Fy*S
1.6*My = 32.400 k-in Yielding strength, 1.6* Fy*S
Mp = 30.375 k-in Plastic yielding strength, Fy*Z AISC F11-1
Mn (yielding) = 30.375 k-in Nominal strength based on limit state of yielding (Lesser of 1.6My and Mp)
Nominal capacity based on transition zone AISC F11-2:
Mn (transition) = 30.375 k-in Nominal strength based on lesser of the transition zone or Mp
Nominal capacity based on lateral torsional buckling AISC F11-3:
Fcr =1 1968 AISC F11-4
Mn (L.T.B.) =1 30.375 k-in Lesser of Fcr * Sx and Mp
Controlling nominal moment capacity:
Mn = 30.375 k-in
ASD
Mn/Qb =
18.19
k-in
1.516
k-ft
18188.6
lb -in
1515.7
I b-ft
Notes: Post moment = 595 lb-ft OK
LRFD
�Mn =
27.34
k-in
2.278
k-ft
27337.5
lb -in
2278.1
I b-ft
Project: E1396 Sheet No: 91 2/21/2020
Equilibria Equilibria Structural Engineering, Inc PS
SIM ('11RAL ENGINEERING 9999 Harbour Place Suite 107 email@equilibria-engineering.com
Mukilteo, WA 98275 Phone: (360) 386-9476
Beam: Guard Rail Eft s
Span: 6 ft
Member: 1 1/4" thick x 2 1/4" wide bar
E psi
2.90E+07
x =
inA4
1.19
M @ x =
A inA2
2.81
V @ x =
Results
M allow =
2.82
(k-ft)
M max =
0.30
(k-ft)
2000
R1 =
0.10
(k)
Q 1500
R2 =
0.10
(k)
1000
v max = 53
Deflect. = 0.045
= L
1589
6ft vertical rail supmc
(psi) 0 500
(in) 0
span
Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
start end (ft) start end (plf) distance(ft)
0 6 0 0 3 0.2
3 (ft)
0.3 (k-ft)
0.1 (k)
Loading Diagram: Guard Rail 6ft span
0 1 2 3 4 5
Connection design: Guard post to deck rim
6
250
200 s
150
100 c
50 Ja
0
Height = 42 inches Bolt size = 1/2" through bolts
Force = 200 Ibs Edge distance = 1.5 * 1/2 in = 0.75 inches (Use 2")
Duration factor = 1.60 (Edge distance derived from NDS table 11.5.1C perp to grain unloaded edge)
Assume minimum distancd between bolts is 3 1/4" (Moment arm = 3.25in+2in = 5.25in)
Moment = 200 Ibs * 42 inches = 8400 lb -in
Pullout = 8400 lb -in / 5.25 in + 200 lb = 1800 Ibs
DTT2Z = 1800 allowable load per Simpson OK
Attach to DTT2Z clip @ each guard
Attach plate to beam with (4) 1/2" diameter x 3" bolts spaced minimum 3 1/4" apart
Check weld assuming (2) weld lines that are 6" long each
Sw = d12/3 = 6inA2/3 = 12 in2
f = M/Sw = 8400 lb -in / 12 in2 = 700 lb/in (Max shear due to moment)
Shear due to shear = 200 lb / (6in * 2 lines) = 16.67 lb/in
Total = sgrt(16.67A2+700^2) = 700.2 lb/in
1/4" fillet weld capacity = 0.928*4*1000 = 3712 lb/in > 700.2 lb/in OK
Weld both sides of bar to plate w/ 1/4" fillet welds
Project: E1396 Sheet No: 92 2/21/2020
JOB SUMMARY REPORT
E1396 2020-02-21
3rdFloor
Member Name
Results
Current Solution
Comments
Span A
Passed
1 piece(s) 11 7/8" TJI@ 210 @ 16" OC
B20
Passed
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL
B21
Passed
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL
Span B
Passed
1 piece(s) 11 7/8" TJI@ 210 @ 16" OC
Span C
1passed
1 piece(s) 11 7/8" TJI@ 110 @ 16" OC
2nd Floor
Results
Current Solution its
Member Name
Span A
Passed
1 piece(s) 11 7/8" TJI@ 360 @ 16" OC
Span B
Passed
1 piece(s) it 7/8" TJI@ 110 @ 16" OC
ForteWEB Software Operator
Job Notes
Jason Lindquist
Equilibria Structural Engineering Inc PS
(360) 386-9476
jason@equilibria-engineering.com
A 2/21/2020 6:10:41 PM UTC
ForteWEB v2.3
Weyerhaeuser File Name: E1396 2020-02-21
Page 1 / 8
aFORTE'CM
3rdFloor, Span A
1 piece(s) 11 7/8" THO 210 @ 16" OC
PASSED
2' 19' 6"
0 0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
667 @ 21' 1/2"
1005 (1.75")
Passed (66%)
1.00
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
667 @ 21' 1/2"
1655
Passed (40%)
1.00
1.0 D + 1.0 L (Alt Spans)
Moment (Ft-Ibs)
3036 @ 11' 11 5/16"
3795
Passed (80%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.431 @ 11' 7 5/8"
0.470
Passed (L/524)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl.(in)
0.550 @ 11'8 15/16"
0.627
Passed (L/410)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT" Rating
34
34
Passed
• Deflection criteria: LL (L/480) and TL (L/360).
• Overhang deflection criteria: LL (2L/480) and TL (2L/360).
• Top Edge Bracing (Lu): Top compression edge must be braced at 4' 1" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 8" o/c based on loads applied, unless detailed otherwise.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of decking_2332Edge that is gluedAndNailedDown.
• Additional considerations for the TJ-ProT" Rating include: None.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall - PSL
5.50"
5.50"
3.50"
423
645
115
1183
Blocking
2 - Hanger on 11 7/8" GLB beam
5.50"
Hanger'
1.75" / z
175
526
-12
701/-12
See note'
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
IUS2.06/11.88
2.00"
N/A
10-10d
2-Strong-Grip
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Spacing
(0.90)
(1.00)
(1.15)
Comments
1 - Uniform (PSF)
0 to 21' 6"
16"
15.0
40.0
-
Residential - Living
Areas
2 - Point (PLF)
0
16"
126.0
12.0
77.0
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jason Lindquist
Equilibria Structural Engineering Inc PS
(360) 386-9476
jason@equilibria-engineering.com
2/21/2020 6:10:41 PM UTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
Weyerhaeuser File Name: E1396 2020-02-21
Page 2/8
aFORTE'CM
3rdFloor, B20
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
PASSED
Overall Length: 21' 6'
0 0
2' 19' 6"
0 0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
720 @ 21' 1/2"
1969 (1.50")
Passed (37%)
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
681 @ 3' 5 3/8"
3948
Passed (17%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3260 @ 11' 11 3/4"
8924
Passed (37%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.321 @ 11' 7 5/8"
0.470
Passed (L/704)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl.(in)
0.437 @ 11'9 1/8"
0.941
Passed (L/516)
1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Top Edge Bracing (Lu): Top compression edge must be braced at 14' 7" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' 1" o/c based on loads applied, unless detailed otherwise.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall- SPF
5.50"
5.50"
1.91"
696
571
400
1667
Blocking
2 - Hanger on 11 7/8" GLB beam
5.50"
Hangers
1.50"
227
526
-25
753/-25
See note 1
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
IUS1.81/9.5
2.00"
N/A
8-10d
2-10dx1.5
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 21' 1/2"
N/A
6.1
1 - Uniform (PSF)
2' to 21' 6" (Front)
1' 4"
15.0
40.0
-
Residential - Living
Areas
2 - Uniform (PLF)
0 to 2' (Front)
N/A
202.5
26.6
187.5
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jason Lindquist
Equilibria Structural Engineering Inc PS
(360) 386-9476
jason@equilibria-engineering.com
2/21/2020 6:10:41 PM UTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
Weyerhaeuser File Name: E1396 2020-02-21
Page 3/8
aFORTE'CM
3rdFloor, B21
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
PASSED
Overall Length: 20' 1/2"
0 0
� r
2' 18' 1 /2"
a o
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1379 @ 2' 2 3/4"
4091 (5.50")
Passed (34%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
626 @ 3' 5 3/8"
3948
Passed (16%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2738 @ 11' 3 3/8"
8924
Passed (31%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.234 @ 10' 10 7/8"
0.434
Passed (L/890)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl.(in)
0.314 @ 11'1/2"
0.868
Passed (L/663)
1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Top Edge Bracing (Lu): Top compression edge must be braced at 17' 5" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 7" o/c based on loads applied, unless detailed otherwise.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall- SPF
5.50"
5.50"
1.85"
679
532
402
1613
Blocking
2 - Hanger on 11 7/8" GLB beam
5.50"
Hangers
1.50"
206
487
-27
693/-27
See note 1
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
IUS1.81/9.5
2.00"
N/A
8-10d
2-10dx1.5
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 19' 7"
N/A
6.1
1 - Uniform (PSF)
2' to 20' 1/2" (Front)
1' 4"
15.0
40.0
-
Residential - Living
Areas
2 - Uniform (PLF)
0 to 2' (Front)
N/A
202.5
26.6
187.5
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jason Lindquist
Equilibria Structural Engineering Inc PS
(360) 386-9476
jason@equilibria-engineering.com
2/21/2020 6:10:41 PM UTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
Weyerhaeuser File Name: E1396 2020-02-21
Page 4 / 8
aFORTE'CM
3rdFloor, Span B
1 piece(s) 11 7/8" THO 210 @ 16" OC
PASSED
19' 6`
0 0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
684 @ 19' 1/2"
1005 (1.75")
Passed (68%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
684 @ 19' 1/2"
1655
Passed (41%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3194 @ 9' 8 1/2"
3795
Passed (84%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.418 @ 9' 8 1/2"
0.467
Passed (L/536)
1.0 D + 1.0 L (All Spans)
Total Load Defl.(in)
0.575 @ 9'8 1/2"
0.622
Passed (L/390)
1.0 D + 1.0 L (All Spans)
TJ-ProT" Rating
34
34
Passed
• Deflection criteria: LL (L/480) and TL (L/360).
• Top Edge Bracing (Lu): Top compression edge must be braced at 4' c/o based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 1" o/c based on loads applied, unless detailed otherwise.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of decking_2332Edge that is gluedAndNailedDown.
• Additional considerations for the TJ-ProT" Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - SPF
5.50"
5.50"
1.75"
194
518
712
Blocking
2 - Hanger on 11 7/8" PSL beam
5.50"
Hanger'
1.75" / - z
196
522
718
See note'
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
IUS2.06/11.88
2.00"
N/A
10-10d
2-Strong-Grip
Dead
Floor Live
Vertical Load
Location (Side)
Spacing
(0.90)
(1.00)
Comments
1 - Uniform (PSF)
0 to 19' 6"
16"
15.0
40.0
Residential - Living
Areas
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jason Lindquist
Equilibria Structural Engineering Inc PS
(360) 386-9476
jason@equilibria-engineering.com
2/21/2020 6:10:41 PM UTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
Weyerhaeuser File Name: E1396 2020-02-21
Page 5/8
aFORTE'CM
3rdFloor, Span C
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
0
13' 2`
a o
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
448 @ 6 3/4"
910 (1.75")
Passed (49%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
448 @ 6 3/4"
1560
Passed (29%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1371 @ 6' 8 1/8"
3160
Passed (43%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.098 @ 6' 8 1/8"
0.306
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.135 @ 68 1/8"
0.408
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
TJ-ProT" Rating
53
34
Passed
• Deflection criteria: LL (L/480) and TL (L/360).
• Top Edge Bracing (Lu): Top compression edge must be braced at 4' 10" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 6" o/c based on loads applied, unless detailed otherwise.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of decking_2332Edge that is gluedAndNailedDown.
• Additional considerations for the TJ-ProT" Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Hanger on 11 7/8" GLB beam
6.75"
Hanger'
1.75" / - z
134
356
490
See note 1
2 - Stud wall - PSL
5.50"
4.25"
1.75"
130
346
476
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
IUS1.81/11.88
2.00"
N/A
10-10d
2-Strong-Grip
Dead
Floor Live
Vertical Load
Location (Side)
Spacing
(0.90)
(1.00)
Comments
1 - Uniform (PSF)
0 to 13' 2"
16"
15.0
40.0
Residential - Living
Areas
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jason Lindquist
Equilibria Structural Engineering Inc PS
(360) 386-9476
jason@equilibria-engineering.com
2/21/2020 6:10:41 PM UTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
Weyerhaeuser File Name: E1396 2020-02-21
Page 6 / 8
aFORTE'CM
2nd Floor, Span A
1 piece(s) 11 7/8" THO 360 @ 16" OC
PASSED
I, 21' 1
J
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
772 @ 20' 8 1/2"
1505 (3.50")
Passed (51%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
746 @ 3 1/2"
1705
Passed (44%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3852 @ 10' 5 1/2"
6180
Passed (62%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.477 @ 10' 5 1/2"
0.512
Passed (L/516)
1.0 D + 1.0 L (All Spans)
Total Load Defl.(in)
0.656 @ 10'5 1/2"
1.025
Passed (L/375)
1.0 D + 1.0 L (All Spans)
TJ-ProT" Rating
39
35
Passed
• Deflection criteria: LL (L/480) and TL (L/240).
• Top Edge Bracing (Lu): Top compression edge must be braced at 4' 8" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' o/c based on loads applied, unless detailed otherwise.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of decking_2332Edge that is gluedAndNailedDown.
• Additional considerations for the TJ-ProT" Rating include: 1/2" Gypsum ceiling.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - SPF
3.50"
3.50"
1.75"
209
558
767
Blocking
2 - Stud wall - SPF
5.50"
4.25"
1.75"
213
567
780
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Dead
Floor Live
Vertical Load
Location (Side)
Spacing
(0.90)
(1.00)
Comments
1 - Uniform (PSF)
0 to 21' 1"
16"
15.0
40.0
Residential - Living
Areas
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jason Lindquist
Equilibria Structural Engineering Inc PS
(360) 386-9476
jason@equilibria-engineering.com
2/21/2020 6:10:41 PM UTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
Weyerhaeuser File Name: E1396 2020-02-21
Page 7 / 8
aFORTE'CM
2nd Floor, Span B
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
1' 6" 11' 9"
O 0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1467 @ 1' 7 3/4"
1935 (3.50")
Passed (76%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
919 @ 1' 6"
1560
Passed (59%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-1431 @ 1' 7 3/4"
3160
Passed (45%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.070 @ 7' 2 5/8"
0.279
Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl.(in)
0.068 @ 0
0.200
Passed (2L/586)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT" Rating
60
35
Passed
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/0.2").
• Top Edge Bracing (Lu): Top compression edge must be braced at 6' 4" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 9" o/c based on loads applied, unless detailed otherwise.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of decking_2332Edge that is gluedAndNailedDown.
• Additional considerations for the TJ-ProT" Rating include: 1/2" Gypsum ceiling.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
3.50"
618
849
101
1568
Blocking
2 - Hanger on 11 7/8" PSL beam
5.50"
Hanger'
1.75" / - z
58
322/-41
-13
380/-54
See note'
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
IUS1.81/11.88
2.00"
N/A
10-10d
2-Strong-Grip
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Spacing
(0.90)
(1.00)
(1.15)
Comments
1 - Uniform (PSF)
0 to 1T 3"
16"
15.0
40.0
-
Residential - Living
Areas
2 - Point (PLF)
0
16"
308.0
299.0
66.0
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jason Lindquist
Equilibria Structural Engineering Inc PS
(360) 386-9476
jason@equilibria-engineering.com
2/21/2020 6:10:41 PM UTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
Weyerhaeuser File Name: E1396 2020-02-21
Page 8 / 8
Project: E1396 2019-01-14
Jason@equilibria-engineering.com
Location: HD10-HD12
Equilibria Structural Engineering
Multi -Loaded Multi -Span Beam
9999 Harbour Place Suite 107
of
[2015 International Building Code(2015 NDS)]
Mukilteo, WA 98275
5.125 IN x 7.5 IN x 7.5 FT (2.5 + 2.5 + 2.5)
StruCalc Version 10.0.1.6 10/28/2019 3:08:44 PM
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 33.1%
Controlling Factor: Shear
Live Load 0.00 IN L/MAX 0.01 IN L/5879 0.00 IN L/MAX
Dead Load 0.00 in 0.00 in 0.00 in
Total Load 0.00 IN L/MAX 0.01 IN L/4132 0.00 IN L/MAX
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/360
Live Load
639
lb
4259
lb
4811
lb
886
lb
Dead Load
161
lb
2292
lb
2821
lb
370
lb
Total Load
800
lb
6551
lb
7632
lb
1256
lb
Uplift (1.5 F.S)
-300
lb
0
lb
0
lb
-168
lb
Bearing Length
0.24
in
1.97
in
2.29
in
0.38
in
BEAM DATA
Left
Center
Right
Span Length
2.5 ft
2.5 ft
2.5 ft
Unbraced Length -Top
0 ft
0 ft
0 ft
Unbraced Length -Bottom
2.5 ft
2.5 ft
2.5 ft
Live Load Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb =
2400 psi
Controlled by.
Fb_cmpr =
1850 psi
Fb' = 2400 psi
Cd=1.00
Shear Stress:
Fv =
265 psi
Fv' = 265 psi
Cd=1.00
Modulus of Elasticity:
E =
1800 ksi
E' = 1800 ksi
Comp. L to Grain:
Fc -1 =
650 psi
Fc - L' = 650 psi
Controlling Moment: 3313 ft-lb
1.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -5101 lb
3.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Rea'd
Provided
Section Modulus:
16.57 in3
48.05 in3
Area (Shear):
28.87 in2
38.44 in2
Moment of Inertia (deflection):
15.7 in4
180.18 in4
Moment:
3313 ft-lb
9609 ft-lb
Shear:
-5101 lb
6791 lb
0
2.5 ft
2.5 ft
2.5 ft
UNIFORM LOADS
Left
Center
Right
Uniform Live Load
0
plf
0 plf
0 plf
Uniform Dead Load
0
plf
0 plf
0 plf
Beam Self Weight
8
plf
8 plf
8 plf
Total Uniform Load
8
plf
8 plf
8 plf
Load Number One
Live Load 4352 lb
Dead Load 2338 lb
Location 1.25 ft
Load Number
One
Left Live Load
559 plf
Left Dead Load
330 plf
Right Live Load
559 plf
Right Dead Load
330 plf
Load Start
0 ft
Load End
2.5 ft
Load Length
2.5 ft
CENTER SPAN
Load Number
One
Two
Left Live Load
559 plf
796 plf
Left Dead Load
330 plf
535 plf
Right Live Load
559 plf
796 plf
Right Dead Load
330 plf
535 plf
Load Start
0 ft
1.25 ft
Load End
1.25 ft
2.5 ft
Load Length
1.25 ft
1.25 ft
RIGHT SPAN
Load Number
One
Left Live Load
796 plf
Left Dead Load
535 plf
Right Live Load
796 plf
Right Dead Load
535 plf
Load Start
0 ft
Load End
2.5 ft
Load Length
2.5 ft
VMD DIAGRAM
6000
4385 Ibs @ 2 ft
3000
Shear(lbs)
0
-3000
-6000
-5101 Ibs @ 5 ft
4000
3313 ft-Ibs @ 4 ft
2000
Moment (ft-lb)
0
-2000
-4000
-1810 ft-Ibs @ 5 ft
-0.01
-0.003 in @ 1.5 ft
0
Deflection (in)
0
0
0.01
0.007 in @ 3.8 ft
2.5 ft 2.5 ft 2.5 ft
Project: E1396 2019-01-14
Location: C1
Column
[2015 International Building Code(2015 NDS)]
5.5INx7.5INx8.0FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 28.1%
Live Load: Vert-LL-Rxn = 11760 lb
Dead Load: Vert-DL-Rxn = 7852 lb
Total Load: Vert-TL-Rxn = 19612 lb
COLUMN DATA
Total Column Length: 8 ft
Unbraced Length (X-Axis) Lx: 8 ft
Unbraced Length (Y-Axis) Ly: 8 ft
Column End Condition-K (e): 1
Axial Load Duration Factor 1.15
COLUMN PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adjusted
Compressive Stress:
Fc = 700 psi
Fc' = 661 psi
Cd=1.15 Cp=0.82
Bending Stress (X-X Axis):
Fbx = 750 psi
Fbx' = 863 psi
Cd=1.15 CF=1.00
Bending Stress (Y-Y Axis):
Fby = 750 psi
Fby' = 863 psi
Cd=1.15 CF=1.00
Modulus of Elasticity:
E = 1300 ksi
E' = 1300 ksi
Column Section (X-X Axis):
dx =
7.5
in
Column Section (Y-Y Axis):
dy =
5.5
in
Area:
A =
41.25
in2
Section Modulus (X-X Axis):
Sx =
51.56
in3
Section Modulus (Y-YAxis):
Sy=
37.81
in3
Slenderness Ratio:
Lex/dx =
12.8
Ley/dy =
17.45
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Total Load Only (L + D)
Actual Compressive Stress.
Fc =
475
psi
Allowable Compressive Stress:
Fc' =
661
psi
Eccentricity Moment (X-X Axis):
Mx -ex =
0
ft-lb
Eccentricity Moment (Y-Y Axis):
My-ey =
0
ft-lb
Moment Due to Lateral Loads (X-X Axis):
Mx =
0
ft-lb
Moment Due to Lateral Loads (Y-Y Axis):
My =
0
ft-lb
Bending Stress Lateral Loads Only (X-X Axis):
Fbx =
0
psi
Allowable Bending Stress (X-X Axis):
Fbx' =
863
psi
Bending Stress Lateral Loads Only (Y-Y Axis):
Fby =
0
psi
Allowable Bending Stress (Y-Y Axis):
Fby' =
863
psi
Combined Stress Factor:
CSF =
0.72
jason@equilibria-engineering.com
Equilibria Structural Engineering
9999 Harbour Place Suite 107
Mukilteo, WA 98275
StruCalc Version 10.0.1.6
8 ft
B
A
Live Load:
PL =
11760 lb
Dead Load:
PD =
7780 lb
Column Self Weight:
CSW =
72 lb
Total Axial Load:
PT =
19612 lb
10/28/2019 3:08:46 PM
Project: E1396 2019-01-14
Location: Rooflet Rafters
Floor Joist
[2015 International Building Code(2015 NDS)]
1.5INx3.5INx4.0FT(2+2)@24O.C.
#2 - Hem -Fir - Dry Use
Section Adequate By: 128.2%
Controlling Factor: Deflection
Live Load -0.01 IN L/3771 0.06 IN 2L/830
Dead Load 0.00 in 0.03 in
Total Load -0.01 IN L/2763 0.09 IN 2L/548
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
Live Load
50 lb
200
lb
Dead Load
0 lb
120
lb
Total Load
50 lb
320
lb
Uplift (1.5 F.S)
-50 lb
0
lb
Bearing Length
0.08 in
0.53
in
Live Load 25 plf 100 plf
Dead Load 0 plf 60 plf
Total Load 25 Dlf 160 Dlf
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values Adjusted
Bending Stress: Fb = 850 psi Fb' = 1448 psi
Cd=1.00 CI=0.99 CF=1.50 Cr-1.15
Shear Stress: Fv = 150 psi Fv' = 150 psi
Cd=1.00
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp. L to Grain: Fc - L = 405 psi Fc - L' = 405 psi
Controlling Moment: -160 ft-lb
Over right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Controlling Shear: -160 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Rea'd
Provided
Section Modulus:
1.33 in3
3.06 in3
Area (Shear):
1.6 in2
5.25 in2
Moment of Inertia (deflection):
2.35 in4
5.36 in4
Moment:
-160 ft-lb
370 ft-lb
Shear:
-160 lb
525lb
jason@equilibria-engineering.com
Equilibria Structural Engineering
9999 Harbour Place Suite 107
Mukilteo, WA 98275
StruCalc Version 10.0.1.6
2
10/28/2019 3:08:46 PM
ft
JOIST DATA Center Right
Span Length 2 ft 2 ft
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 0 ft 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
Uniform Floor Loading
Center Right
Live Load LL =
25
psf 25
psf
Dead Load DL =
15
psf 15
psf
Total Load TL =
40
psf 40
psf
TL Adj. For Joist Spacing wT =
80
plf 80
plf
of
VMD DIAGRAM
200
160 Ibs LID 2 ft
too -
Shear (lbs)
0
-100
-200
-1601bs @ 2ft
200
100
Moment (ft-lb)
0
-100
-200
-160 ft-Ibs @ 2 ft
-0.09
-0.009 in @ 1.2 ft
-0.04
Deflection (in)
0
0.04
0.09
0.088in@4ft
2ft 2ft
Project: E1396 2019-01-14
Jason@equilibria-engineering.com
Location: HD10-HD12 .75(S+L)+D Equilibria Structural Engineering
Multi -Loaded Multi -Span Beam 9999 Harbour Place Suite 107 of
[2015 International Building Code(2015 NDS)] Mukilteo, WA 98275
5.125 IN x 7.5 IN x 8.25 FT (2.8 + 2.8 + 2.8) StruCalc Version 10.0.1.6 10/28/2019 3:08:48 PM
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 53.2%
Controlling Factor: Shear
Live Load 0.00 IN L/MAX 0.01 IN L/6361 0.00 IN L/MAX
Dead Load 0.00 in 0.00 in 0.00 in
Total Load 0.00 IN L/MAX 0.01 IN L/4085 0.00 IN L/MAX
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/360
Live Load
527
lb
3325
lb
3781
lb
731 lb
Dead Load
195
lb
2387
lb
2969
lb
424 lb
Total Load
722
lb
5712
lb
6750
lb
1155 lb
Uplift (1.5 F.S)
-182
lb
0
lb
0
lb
-34 lb
Bearing Length
0.22
in
1.71
in
2.03
in
0.35 in
BEAM DATA
Left
Center
Right
Span Length
2.75 ft
2.75 ft
2.75 ft
Unbraced Length -Top
0 ft
0 ft
0 ft
Unbraced Length -Bottom
2.75 ft
2.75 ft
2.75 ft
Live Load Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb =
2400 psi
Controlled by.
Fb_cmpr =
1850 psi
Fb' = 2400 psi
Cd=1.00
Shear Stress:
Fv =
265 psi
Fv' = 265 psi
Cd=1.00
Modulus of Elasticity:
E =
1800 ksi
E' = 1800 ksi
Comp. L to Grain:
Fc -1 =
650 psi
Fc - L' = 650 psi
Controlling Moment: 3067 ft-lb
1.38 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -4432 lb
3.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Rea'd
Provided
Section Modulus:
15.34 in3
48.05 in3
Area (Shear):
25.09 in2
38.44 in2
Moment of Inertia (deflection):
15.88 in4
180.18 in4
Moment:
3067 ft-lb
9609 ft-lb
Shear:
-4432lb
6791 lb
75 ft
0
2.75 ft
2.75
UNIFORM LOADS
Left
Center
Right
Uniform Live Load
0
plf
0 plf
0 plf
Uniform Dead Load
0
plf
0 plf
0 plf
Beam Self Weight
8
plf
8 plf
8 plf
Total Uniform Load
8
plf
8 plf
8 plf
Load Number
One
Live Load
3264 lb
Dead Load
2338 lb
Location
1.38 ft
Load Number
One
Left Live Load
419 plf
Left Dead Load
330 plf
Right Live Load
419 plf
Right Dead Load
330 plf
Load Start
0 ft
Load End
2.75 ft
Load Length
2.75 ft
CENTER SPAN
Load Number
One
Two
Left Live Load
419 plf
597 plf
Left Dead Load
330 plf
535 plf
Right Live Load
419 plf
597 plf
Right Dead Load
330 plf
535 plf
Load Start
0 ft
1.38 ft
Load End
1.38 ft
2.75 ft
Load Length
1.38 ft
1.37 ft
RIGHT SPAN
Load Number
One
Left Live Load
597 plf
Left Dead Load
535 plf
Right Live Load
597 plf
Right Dead Load
535 plf
Load Start
0 ft
Load End
2.75 ft
Load Length
2.75 ft
VMD DIAGRAM
5000
3779lbs @ 3ft
2500
Shear(lbs)
0
-2500
-5000
-4432 Ibs @ 6 ft
4000
3067 ft-Ibs @ 4 ft
2000
Moment (ft-lb)
0
-2000
-4000
-1761 ft-Ibs @ 6 ft
-0.01
-0.003 in @ 1.7 ft
0
Deflection (in)
0
0
0.01
0.008 in @ 4.1 ft
2.75 ft 2.75 ft 2.75 ft
Project: E1396 2019-01-14
Jason@equilibria-engineering.com
Location: HD10-HD12 S+D Equilibria Structural Engineering
Multi -Loaded Multi -Span Beam 9999 Harbour Place Suite 107 of
[2015 International Building Code(2015 NDS)] Mukilteo, WA 98275
5.125 IN x 7.5 IN x 8.25 FT (2.8 + 2.8 + 2.8) StruCalc Version 10.0.1.6 10/28/2019 3:08:49 PM
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 64.8%
Controlling Factor: Shear
Live Load 0.00 IN L/MAX 0.00 IN L/6776 0.00 IN L/MAX
Dead Load 0.00 in 0.00 in 0.00 in
Total Load 0.00 IN L/MAX 0.01 IN L/4238 0.00 IN L/MAX
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/360
Live Load
583
lb
3338
lb
3122
lb
486
lb
Dead Load
195
lb
2387
lb
2969
lb
424
lb
Total Load
778
lb
5725
lb
6091
lb
910
lb
Uplift (1.5 F.S)
-166
lb
0
lb
0
lb
-11
lb
Bearing Length
0.23
in
1.72
in
1.83
in
0.27
in
BEAM DATA
Left
Center
Right
Span Length
2.75 ft
2.75 ft
2.75 ft
Unbraced Length -Top
0 ft
0 ft
0 ft
Unbraced Length -Bottom
2.75 ft
2.75 ft
2.75 ft
Live Load Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb =
2400 psi
Controlled by.
Fb_cmpr =
1850 psi
Fb' = 2400 psi
Cd=1.00
Shear Stress:
Fv =
265 psi
Fv' = 265 psi
Cd=1.00
Modulus of Elasticity:
E =
1800 ksi
E' = 1800 ksi
Comp. L to Grain:
Fc -1 =
650 psi
Fc - L' = 650 psi
Controlling Moment: 2964 ft-lb
1.38 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -4120 lb
3.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Rea'd
Provided
Section Modulus:
14.82 in3
48.05 in3
Area (Shear):
23.32 in2
38.44 in2
Moment of Inertia (deflection):
15.31 in4
180.18 in4
Moment:
2964 ft-lb
9609 ft-lb
Shear:
-4120lb
6791 lb
75 ft
0
2.75 ft
2.75
UNIFORM LOADS
Left
Center
Right
Uniform Live Load
0
plf
0 plf
0 plf
Uniform Dead Load
0
plf
0 plf
0 plf
Beam Self Weight
8
plf
8 plf
8 plf
Total Uniform Load
8
plf
8 plf
8 plf
Load Number
One
Live Load
3138 lb
Dead Load
2338 lb
Location
1.38 ft
Load Number
One
Left Live Load
474 plf
Left Dead Load
330 plf
Right Live Load
474 plf
Right Dead Load
330 plf
Load Start
0 ft
Load End
2.75 ft
Load Length
2.75 ft
CENTER SPAN
Load Number
One
Two
Left Live Load
474 plf
390 plf
Left Dead Load
330 plf
535 plf
Right Live Load
474 plf
390 plf
Right Dead Load
330 plf
535 plf
Load Start
0 ft
1.38 ft
Load End
1.38 ft
2.75 ft
Load Length
1.38 ft
1.37 ft
RIGHT SPAN
Load Number
One
Left Live Load
390 plf
Left Dead Load
535 plf
Right Live Load
390 plf
Right Dead Load
535 plf
Load Start
0 ft
Load End
2.75 ft
Load Length
2.75 ft
VMD DIAGRAM
5000
3757 Ibs @ 3 ft
2500
Shear(lbs)
0
-2500
-5000
-4120 Ibs @ 6 ft
3000
1500
2964 ft-Ibs @ 4 ft
Moment (ft-lb)
0
-1500
-3000
-1696 ft-Ibs @ 6 ft
-0.01
-0.003 in @ 1.7 ft
0
Deflection (in)
0
0
0.01
0.008 in @ 4.1 ft
2.75 ft —2.75 ft 2.75 ft
Jason Lindquist, P.E., S.E. 6ft cantilevered retaining wall
EQUILIBRIA STRUCTURAL ENGINEEI
Design Detail
Concrete f'c = 2500 psi
Rebar Fy = 60000 psi
Unit Weight = 150 Ib/ft3
#5 @ 18 in (S&T)
#5@18in
#5 @ 18 in (lapped dowels)
T
0
M
1
-3.25 ft
- Check Summary
Criteria
Ratio Check
Provided
Required
Combination
----- Stability Checks -----
Use basic criteria from common projec...Yes
v/ 0.699 Overturning
2.15
1.50
1.OD + 1.01-+ 1.OH
Building Code
IBC 2015
,/ 0.823 Bearing Pressure
2500 psf
2058 psf
1.OD + 1.01-+ 1.OH
Concrete Load Combs
IBC 2015 (Strength)
v/ 0.835 Bearing Eccentricity
5.42 in
6.49 in
1.OD + 1.01- + 1.OH
Masonry Load Combs
ASCE 7-10 (ASD)
----- Toe Checks -----
Stability Load Combs
IBC Retaining Wall St...
0.277 Shear
4.8 k/ft
1.33 k/ft
1.21) + 1.61- + 1.6H
Apply Sds Factor to Seismic Combinat...
No
0.740 Moment
2.5 ft.kht
1.85 ft-kht
1.2D + 1.61-+ 1.6H
Restrained Against Sliding
Yes
----- Heel Checks -----
Neglect Bearing At Heel
Yes
v/ 0.332 Shear
4.8 k/ft
1.59 k/ft
1.41)
Use Vert. Comp. for OT
Yes
v/ 0.341 Moment
2.5 ft. k/ft
0.85 ft.k/ft
1.21) + 1.61-+ 1.6H
Use Vert. Comp. for Sliding
Yes
----- Stem Checks -----
Use Vert. Comp. for Bearing
Yes
v/ 0.775 Moment
3.49 ft.k/ft
2.71 ft k/ft
1.21) + 1.61-+ 1.6H
Use Surcharge for Sliding & OT
Yes
v/ 0.357 Shear
3.6 k/ft
1.28 k/ft
1.21) + 1.61- + 1.6H
Use Surcharge for Bearing
Yes
v/ 0.223 Max Steel
0.0180
0.0040
1.21) + 1.61- + 1.6H
Neglect Soil Over Toe
No
v/ 0.774 Min Steel
0.02 in2/in
0.01 in2/in
1.21) + 1.61-+ 1.6H
Neglect Backfill Wt. for Coulomb
No
v/ 0.905 Base Development
9 in
8.14 in
1.21) + 1.61- + 1.6H
Factor Soil Weight As Dead
Yes
v/ 0.780 Lap Splice Length
30 in
23.4 in
1.2D + 1.61- + 1.6H
Use Passive Force for OT
Yes
v/ 0.000 Horz Bar Rho
0.0000
0.0000
1.2D + 1.61- + 1.6H
Assume Pressure To Top
Yes
1.000 Horz Bar Spacing
18 in
18 in
1.2D + 1.61- + 1.6H
Extend Backfill Pressure To Key Bottom
No
Use Toe Passive Pressure for Bearing
No
Required F.S. for OT
1.50
Required F.S. for Sliding
1.50
Has Different Safety Factors for Seismic No
Allowable Bearing Pressure
2500 psf
Req'd Bearing Location
Middle third
Wall Friction Angle
250
Friction Coefficent
0.35
Soil Reaction Modulus
172800 Ib/ft3
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 1 of 2 Monday 10/28/19 3:30 PM
Jason Lindquist, P.E., S.E. 6ft cantilevered retaining wall
EQUILIBRIA STRUCTURAL ENGINEEI
Loads i F--- Load Combinations
DL=0.65 k/ft, LL=0.8 k/ft Loading Options/Assumptions
4 Passive pressure neglects top 0 ft of soil.
IBC 2015 (Strength)
1.21D + 1.61- + 1.61-1
1.21D + 1.61- + 0.91-1
0 1.21D + 0.51- + 1.61-1
y= 120 Ib/ft3 1.21D + 0.51- + 0.91-1
YEFP = 40 Ib/ft3 1.21D + 1.6H
� r M 1.21D + 0.9H
cry 0.91D + 1.6H
0.91D + 0.9H
n
t 1.4D
T y= 120 Ib/ft3
1'FFP = 200 Ib/ft3
ivuies
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 2 of 2 Monday 10/28/19 3:30 PM
Jason Lindquist, P.E., S.E. 6ft braced retaining wall
EQUILIBRIA STRUCTURAL ENGINEEI
Design Detail
4 � r
(V
cq
M
00
ai
0
M T
M TN
1g3 A 425 A 117
Concrete f'c = 2500 psi
Rebar Fy = 60000 psi
Unit Weight = 150 Ib/ft3
#5 @ 18 in (S&T)
#5@18in
#5 @ 18 in (lapped dowels)
�--3.25 ft--�
- Check Summary
Criteria
Ratio Check
Provided
Required
Combination
----- Stability Checks -----
Use basic criteria from common projec...Yes
,/ 0.495 Bearing Pressure
2500 psf
1237 psf
1.OD + 1.01-+ 1.OH + 0.7E
Building Code
IBC 2015
v/ 0.050 Bearing Eccentricity
0.33 in
6.49 in
1.01D + 1.01- + 1.OH + 0.7E
Concrete Load Combs
IBC 2015 (Strength)
----- Toe Checks -----
Masonry Load Combs
ASCE 7-10 (ASD)
v/ 0.169 Shear
4.8 k/ft
0.81 k/ft
1.2D + 1.61-+ 1.6H
Stability Load Combs
IBC Retaining Wall St...
,/ 0.474 Moment
2.5 ft.k/ft
1.18 ft.k/ft
1.2D + 1.61-+ 1.6H
Apply Sds Factor to Seismic Combinat...
No
----- Heel Checks -----
Restrained Against Sliding
Yes
v/ 0.332 Shear
4.8 k/ft
1.59 k/ft
1.4D
Neglect Bearing At Heel
Yes
v/ 0.398 Moment
2.5 ft. k/ft
1 ft.k/ft
1.4D
Use Vert. Comp. for OT
Yes
----- Stem Checks -----
Use Vert. Comp. for Sliding
Yes
v/ 0.710 Moment
3.49 ft.k/ft
2.48 ft. k/ft
1.2D + 0.51-+ 1.6H + 1.0E
Use Vert. Comp. for Bearing
Yes
v/ 0.457 Shear
3.6 k/ft
1.64 k/ft
1.2D + 0.51- + 1.6H + 1.0E
Use Surcharge for Sliding & OT
Yes
v/ 0.223 Max Steel
0.0180
0.0040
1.21) + 1.61- + 1.6H
Use Surcharge for Bearing
Yes
V/ 0.000 Min Steel
0.02 in2/in
0 in2/in
1.21) + 1.61-+ 1.6H
Neglect Soil Over Toe
No
v/ 0.667 Base Development
9 in
6 in
1.21) + 1.61-+ 1.6H
Neglect Backfill Wt. for Coulomb
No
v/ 0.780 Lap Splice Length
30 in
23.4 in
1.21) + 1.61- + 1.6H
Factor Soil Weight As Dead
Yes
v/ 0.000 Horz Bar Rho
0.0000
0.0000
1.2D + 1.61- + 1.6H
Use Passive Force for OT
Yes
v/ 1.000 Horz Bar Spacing
18 in
18 in
1.2D + 1.61- + 1.6H
Assume Pressure To Top
Yes
Extend Backfill Pressure To Key Bottom
No
Use Toe Passive Pressure for Bearing
No
Required F.S. for OT
1.50
Required F.S. for Sliding
1.50
Has Different Safety Factors for Seismic No
Allowable Bearing Pressure
2500 psf
Req'd Bearing Location
Middle third
Wall Friction Angle
250
Friction Coefficent
0.35
1 1 Soil Reaction Modulus
172800 Ib/ft3
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 1 of 2 Monday 10/28/19 3:30 PM
Jason Lindquist, P.E., S.E. 6ft braced retaining wall
EQUILIBRIA STRUCTURAL ENGINEEI
DL=0.65 Wft, LL=0.8 Wft Loading Options/Assumptions
Passive pressure neglects top 0 ft of soil.
N
CV
T y= 120 Ib/ft3
r YEFp = 60 Ib/ft3
48 psf
co �
n
m
Y = 120 Ib/ft3
YEFP = 200 Ib/ft3
ivuies
Load Combinations
IBC 2015 (Strength)
1.2D + 1.61- + 1.61-1
1.21D + 1.61- + 0.91-1
1.2D+0.51-+1.61-1+1.0E
1.2D + 0.51- + 1.61-1
1.21D+0.51-+0.91-1+1.0E
1.2D+0.51-+0.91-1
1.2D + 1.6H + 1.OE
1.21D + 1.6H
1.21D+0.9H+1.OE
1.2D + 0.9H
0.91D+1.6H+1.OE
0.91D + 1.6H
0.9D + 0.9H + 1.OE
0.9D + 0.9H
1.4D
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 2 of 2 Monday 10/28/19 3:30 PM
Jason Lindquist, P.E., S.E. Oft cantilevered retaining wall
EQUILIBRIA STRUCTURAL ENGINEEI
Design Detail
Concrete f'c = 2500 psi
Rebar Fy = 40000 psi
Unit Weight = 150 Ib/ft3
#4 @ 10 in (S&T)
#4@16in
#4 @ 16 in (lapped dowels)
0
co
M T
yM N
Oir83� 0�83ft�
2.33 ft---�
Check Summary
Criteria
Ratio
Check
Provided
Required
Combination
----- Stability Checks -----
Use basic criteria from common projec...Yes
,/ 0.562
Overturning
2.67
1.50
1.OD + 1.01-+ 1.OH
Building Code
IBC 2015
,/ 0.791
Bearing Pressure
2500 psf
1978 psf
1.OD + 1.01-+ 1.OH
Concrete Load Combs
IBC 2015 (Strength)
v/ 0.665
Bearing Eccentricity
3.1 in
4.65 in
1.OD + 1.01- + 1.OH
Masonry Load Combs
ASCE 7-10 (ASD)
----- Toe Checks -----
Stability Load Combs
IBC Retaining Wall St...
0.053
Shear
4.8 k/ft
0.25 k/ft
1.21) + 1.61- + 1.6H
Apply Sds Factor to Seismic Combinat...
No
0.293
Moment
2.5 ft.kht
0.73 ft-kht
1.2D + 1.61-+ 1.6H
Restrained Against Sliding
Yes
----- Heel Checks -----
Neglect Bearing At Heel
Yes
v/ 0.162
Shear
4.8 k/ft
0.78 k/ft
1.41)
Use Vert. Comp. for OT
Yes
V/ 0.111
Moment
2.5 ft. k/ft
0.28 ft•k/ft
1.21) + 1.61-+ 1.6H
Use Vert. Comp. for Sliding
Yes
----- Stem Checks -----
Use Vert. Comp. for Bearing
Yes
v/ 0.497
Moment
1.75 ft.k/ft
0.87 ft.k/ft
1.21) + 1.61-+ 1.6H
Use Surcharge for Sliding & OT
Yes
v/ 0.167
Shear
3.6 k/ft
0.6 k/ft
1.21) + 1.61- + 1.6H
Use Surcharge for Bearing
Yes
V/ 0.099
Max Steel
0.0403
0.0040
1.21) + 1.61- + 1.6H
Neglect Soil Over Toe
No
V/ 0.000
Min Steel
0.01 in2/in
0 in2/in
1.21) + 1.61-+ 1.6H
Neglect Backfill Wt. for Coulomb
No
v/ 0.667
Base Development
9 in
6 in
1.21) + 1.61- + 1.6H
Factor Soil Weight As Dead
Yes
v/ 0.520
Lap Splice Length
30 in
15.6 in
1.2D + 1.61- + 1.6H
Use Passive Force for OT
Yes
v/ 0.000
Horz Bar Rho
0.0000
0.0000
1.2D + 1.61- + 1.6H
Assume Pressure To Top
Yes
0.556
Horz Bar Spacing
10 in
18 in
1.2D + 1.61- + 1.6H
Extend Backfill Pressure To Key Bottom
No
Use Toe Passive Pressure for Bearing
No
Required F.S. for OT
1.50
Required F.S. for Sliding
1.50
Has Different Safety Factors for Seismic No
Allowable Bearing Pressure
2500 psf
Req'd Bearing Location
Middle third
Wall Friction Angle
250
Friction Coefficent
0.35
Soil Reaction Modulus
172800 Ib/ft3
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 1 of 2 Monday 10/28/19 3:31 PM
Jason Lindquist, P.E., S.E. Oft cantilevered retaining wall
EQUILIBRIA STRUCTURAL ENGINEEI
L.uu"3
DL=0.65 k/ft, LL=0.8 k/ft Loading Options/Assumptions
Passive pressure neglects top 0 ft of soil.
�o
y = 120 Ib/ft3
yEFP = 40 Ib/ft3
a)
V (h
Cii v
N
E9
y= 120lb/ft3
YEFP = 300 Ib/ft3
ivuies
Load Combinations
IBC 2015 (Strength)
1.21D + 1.61- + 1.61-1
1.21D + 1.61- + 0.91-1
1.21D + 0.51- + 1.61-1
1.21D+0.51-+0.91-1
1.21D + 1.6H
1.21D + 0.9H
0.91D + 1.6H
0.91D + 0.9H
1.4D
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 2 of 2 Monday 10/28/19 3:31 PM
Jason Lindquist, P.E., S.E. 4ft braced retaining wall
EQUILIBRIA STRUCTURAL ENGINEEI
Design Detail
in
v
r
� M
M W
m 00
of
0
M T
TN
117
-2.33 ft--j
Check Summary
Concrete f'c = 2500 psi
Rebar Fy = 40000 psi
Unit Weight = 150 Ib/ft3
#4 @ 10 in (S&T)
#4@16in
#4 @ 16 in (lapped dowels)
Criteria
Ratio
Check
Provided
Required
Combination
----- Stability Checks -----
Use basic criteria from common projec...Yes
0.660
Bearing Pressure
2500 psf
1649 psf
1.OD + 1.01-+ 1.OH + 0.7E
Building Code
IBC 2015
0.219
Bearing Eccentricity
1.02 in
4.65 in
1.01D + 1.01- + 1.OH + 0.7E
Concrete Load Combs
IBC 2015 (Strength)
----- Toe Checks -----
Masonry Load Combs
ASCE 7-10 (ASD)
0.043
Shear
4.8 k/ft
0.21 k/ft
1.2D + 1.61-+ 1.6H
Stability Load Combs
IBC Retaining Wall St...
0.252
Moment
2.5 ft.k/ft
0.63 ft-kht
1.2D + 1.61-+ 1.6H
Apply Sds Factor to Seismic Combinat...
No
----- Heel Checks -----
Restrained Against Sliding
Yes
v/ 0.162
Shear
4.8 k/ft
0.78 k/ft
1.4D
Neglect Bearing At Heel
Yes
v/ 0.129
Moment
2.5 ft. k/ft
0.32 ft.k/ft
1.4D
Use Vert. Comp. for OT
Yes
----- Stem Checks -----
Use Vert. Comp. for Sliding
Yes
v/ 0.572
Moment
1.75 ft.k/ft
1 ft k/ft
1.2D + 0.51-+ 1.6H + 1.0E
Use Vert. Comp. for Bearing
Yes
v/ 0.236
Shear
3.6 k/ft
0.85 k/ft
1.2D + 0.51- + 1.6H + 1.0E
Use Surcharge for Sliding & OT
Yes
V/ 0.099
Max Steel
0.0403
0.0040
1.21) + 1.61- + 1.6H
Use Surcharge for Bearing
Yes
V/ 0.000
Min Steel
0.01 in2/in
0 in2/in
1.21) + 1.61-+ 1.6H
Neglect Soil Over Toe
No
v/ 0.667
Base Development
9 in
6 in
1.21) + 1.61-+ 1.6H
Neglect Backfill Wt. for Coulomb
No
v/ 0.520
Lap Splice Length
30 in
15.6 in
1.21) + 1.61- + 1.6H
Factor Soil Weight As Dead
Yes
v/ 0.000
Horz Bar Rho
0.0000
0.0000
1.2D + 1.61- + 1.6H
Use Passive Force for OT
Yes
v/ 0.556
Horz Bar Spacing
10 in
18 in
1.2D + 1.61- + 1.6H
Assume Pressure To Top
Yes
Extend Backfill Pressure To Key Bottom
No
Use Toe Passive Pressure for Bearing
No
Required F.S. for OT
1.50
Required F.S. for Sliding
1.50
Has Different Safety Factors for Seismic No
Allowable Bearing Pressure
2500 psf
Req'd Bearing Location
Middle third
Wall Friction Angle
250
Friction Coefficent
0.35
1 1 Soil Reaction Modulus
172800 Ib/ft3
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 1 of 2 Monday 10/28/19 3:31 PM
Jason Lindquist, P.E., S.E. Oft braced retaining wall
EQUILIBRIA STRUCTURAL ENGINEEI
DL=0.65 k/ft, LL=0.8 k/ft Loading Options/Assumptions
Passive pressure neglects top 0 ft of soil.
r
v
y = 120 Ib/ft3
A2 psf m yEFP = 60 Ib/ft3
cac2?
v
N
120 Ib/ft3
YEFP = 200 Ib/ft3
ivuies
Load Combinations
IBC 2015 (Strength)
1.2D + 1.61- + 1.61-1
1.21D + 1.61- + 0.91-1
1.2D+0.51-+1.61-1+1.0E
1.2D + 0.51- + 1.61-1
1.21D+0.51-+0.91-1+1.0E
1.2D+0.51-+0.91-1
1.2D + 1.6H + 1.OE
1.21D + 1.6H
1.21D+0.9H+1.OE
1.2D + 0.9H
0.91D+1.6H+1.OE
0.91D + 1.6H
0.9D + 0.9H + 1.OE
0.9D + 0.9H
1.4D
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 2 of 2 Monday 10/28/19 3:31 PM
Jason Lindquist, P.E., S.E. Site Retaining Wall
EQUILIBRIA STRUCTURAL ENGINEEI
n Detail
Concrete f'c = 2500 psi
Rebar Fy = 60000 psi
Unit Weight = 150 Ib/ft3
#5 @ 18 in (S&T)
#5@18in
#5 @ 18 in (lapped dowels)
T
0
M
1
3.67 ft
- Check Summary
Criteria
Ratio Check
Provided
Required
Combination
----- Stability Checks -----
Use basic criteria from common projec...Yes
v/ 0.663 Overturning
2.26
1.50
1.OD + 1.01-+ 1.OH
Building Code
IBC 2015
,/ 0.520 Bearing Pressure
2500 psf
1300 psf
1.OD + 1.01-+ 1.OH
Concrete Load Combs
IBC 2015 (Strength)
v/ 0.899 Bearing Eccentricity
6.59 in
7.33 in
1.OD + 1.01- + 1.OH
Masonry Load Combs
ASCE 7-10 (ASD)
----- Toe Checks -----
Stability Load Combs
IBC Retaining Wall St...
0.215 Shear
4.8 k/ft
1.03 k/ft
1.4D
Apply Sds Factor to Seismic Combinat...
No
0.514 Moment
2.5 ft.kht
1.28 ft-kht
1.2D + 1.61- + 1.6H
Restrained Against Sliding
Yes
----- Heel Checks -----
Neglect Bearing At Heel
Yes
v/ 0.398 Shear
4.8 k/ft
1.91 k/ft
1.41)
Use Vert. Comp. for OT
Yes
v/ 0.520 Moment
2.5 ft. k/ft
1.3 ft k/ft
1.21) + 1.61- + 1.6H
Use Vert. Comp. for Sliding
Yes
----- Stem Checks -----
Use Vert. Comp. for Bearing
Yes
v/ 0.786 Moment
3.49 ft.k/ft
2.74 ft. k/ft
1.21) + 1.61-+ 1.6H
Use Surcharge for Sliding & OT
Yes
v/ 0.345 Shear
3.6 k/ft
1.24 k/ft
1.21) + 1.61- + 1.6H
Use Surcharge for Bearing
Yes
v/ 0.223 Max Steel
0.0180
0.0040
1.21) + 1.61- + 1.6H
Neglect Soil Over Toe
No
v/ 0.774 Min Steel
0.02 in2/in
0.01 in2/in
1.21) + 1.61-+ 1.6H
Neglect Backfill Wt. for Coulomb
No
v/ 0.917 Base Development
9 in
8.25 in
1.21) + 1.61- + 1.6H
Factor Soil Weight As Dead
Yes
v/ 0.780 Lap Splice Length
30 in
23.4 in
1.2D + 1.61- + 1.6H
Use Passive Force for OT
Yes
v/ 0.000 Horz Bar Rho
0.0000
0.0000
1.2D + 1.61- + 1.6H
Assume Pressure To Top
Yes
1.000 Horz Bar Spacing
18 in
18 in
1.2D + 1.61- + 1.6H
Extend Backfill Pressure To Key Bottom
No
Use Toe Passive Pressure for Bearing
No
Required F.S. for OT
1.50
Required F.S. for Sliding
1.50
Has Different Safety Factors for Seismic No
Allowable Bearing Pressure
2500 psf
Req'd Bearing Location
Middle third
Wall Friction Angle
250
Friction Coefficent
0.35
Soil Reaction Modulus
172800 Ib/ft3
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 1 of 2 Monday 10/28/19 3:32 PM
Jason Lindquist, P.E., S.E. Site Retaining Wall
EQUILIBRIA STRUCTURAL ENGINEEI
LVUUJ
Loading Options/Assumptions
40 psf Passive pressure neglects top 0 ft of soil.
�� y= 120lb/ft3
YEFP = 35 Ib/ft3
r
r
M O M
(M p
r-
t 4
T y= 120 Ib/ft3
YEFP = 200 Ib/ft3
ivuies
Load Combinations
IBC 2015 (Strength)
1.21D + 1.61- + 1.61-1
1.21D + 1.61- + 0.91-1
1.21D + 0.51- + 1.61-1
1.21D+0.51-+0.91-1
1.21D + 1.6H
1.21D + 0.9H
0.91D + 1.6H
0.91D + 0.9H
1.4D
QuickRWall 5.0 (iesweb.com) P:\E1396 Pickering Ed ... \E1396 Retaing Wall Calculations. rwd Page 2 of 2 Monday 10/28/19 3:32 PM